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Plans (117) /14 5 TOZ 0/Ce--000 ra i C i s"---0 g to m i S$oce fi/i REcEilii ED 401-17 wt AR 8 ZOIS Ill-Il. GARAGE RIGHT 0 a WY MS 11 lIS'Ci A , SIN DI . c3 0 00 at .— at CO Ps CO la sr Col NI ,.— r.- --a --a --a -.2 -.) --a "7, ••••3 —) .., —3 AR1 __ ASA A ASJ1 ASJ2 All Asa III / 6:12 AHI(2) - //44/ AH2 AH3 AH4C • AH5C AH6 AH7,_... .... . AH7 e. .as.• \ •--•—• gif F.- Al (4) .,1. AH7 N ......... AH6 6:12 .,...... 6:12 AH5 • , AM___.. — . ,- • ...._, 6:1! 7 Bil3BH213141 (4. <, ' :12 Dl E2 (3)II•12 V Mit .. .............4 el E 17: Cl 6:12 , 11- 6 F4. ice? 17 8 , I 12j CONFORMS TO DESIGN CONC Aik ro ro 8 / :1t 6:14 r„..' ... ic 0 CONFORMS TO DESIGN CONCEgWITI- REVISIONS AS SHOWN iit N. - ( ...___L NON-CONFORMING-REVISE AND7EA0 MIT Isj CONFORMS TO DESIGNCONCEPT 0 RCONFORNMSs NOTED .N CONCEPT WITH 1'. r-r 1 21)%44.05 .SHOP DRAWING HAS BEEN R VIEWED FOR GENERAL CONFORMANCE Evislo NH THE DESIGN CONCEPT ON1.AND DOES NOT RELIEVE THE 0 NON-CONFORMING—REVISE&RESUBFAIT 9%6" FABRICATOR/VENDOR OF RESPONSAILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF VdICH HA PRIORITY i PFIROMPAIRE.CF,OF REOP..SetUA FOR'OO:41....i.l'ifitik.t. OVER THIS SHOP DRAWING. CON1RACTOR SHALL VERIFY ALL DIMENSIONS. I CR...SPECF.F.110tO Ate,AF,RIC.,..f,C.F..AO OF WM... B t PRIC.,01: 7,1SCI.F.t..ING Alex401-0" By: Todd R. Eaton Date: September 19, 2014 ia Fake' Date 9/22/14 MILBRANDT ARCHITECTS CT ENGINEERIQ0iLma= ght CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLYREFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-B COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD pads ' ':‘ . mber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY- DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TR U C C \\, COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= t All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 4O'O C GA AGELEFT .- . 1 11 „ Tr - . . ASJ1 _-____ ASJ1 ii ASJ2 /. / ASJ2 AH1 (2) 6.112 r ► AH2 1, r - AHSC v AH6 AH7 r - -25) 4 V st N _AH7� - z 6:12 6:12 AH4 BH3 - BH2 BH1 (2) � :12 02 (2lir W . 6:12 I . 0,.s• -- \E2 (3 6:1 E :12 ieiONFORMS TO DESIGN CONCEPT in 8X-12 1 :1 / i T in 'o (] CJNFORMS TO DESIGN CONCEPT WITH _ i G1 REVISIONS AS SHOWN 201-4 1t2' a ©X CONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMR'Rt-REVISE AND RESUBMIT Q. L V-911 -1 ❑CONFORMS TO E IGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCEMI ay 0 NON-CONFORMING-REVISE&RESUBMIT ee WITH THE DESIGN CONCEPT OIL”AND DOES NOT RELIEVE THE r.:r e Eyrm ,h ru.....SCE FABRICATOR;ENDO F RESP/SIBI_I R CONFORMANCE WITH THE r . t" FABRICATOR/VENDOR�u Y s Ff.3�.i T 31+.k.. N t: FSS Tt��kµ! '. n_. DESIGN CRAP'`:/00 AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 40'-0' 11,10k'i` °tr< .1 >r uc"LE"` F``r OVER THIS SHOP DRARWING, T STT n 052. SiFPCY SI I niR J.TnSq Ey Alexia Fukui Date 9/22/14 By: Todd R. Eaton Dote: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC ©CopyrightCompuTruslnc.2006 BL/ R IaauE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TTRRUSSCALCULATIONSAND ENGINEERED STRUCTURAL PROJECTTlTLE: REVISION-1: DRAWINGS F paciffi4 bar INFORMATION.BUILDING PLAN 5 B COFFER DESINGINEERED R ORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 B CHECKED BY: DESIGNER/ENGINEER E TO REVIEW AND AP�PRO°VE RECORD COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. TRUSS 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. i CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). GAN 47 ` kr tits 44. dir • eI *. ..OR . Tk / IIIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=S 0 42 2.10=(-95B 2635 3-10=(-318) 336 SPACED 24.0" 0.C. 2- 3=(.3001) 1231 10.110(-697) 2186 10- 4=(-120) 564 BC: 2x4 KDDF S1ANDR 3- 40)-2717) 1165 11-12=(-716) 2136 4.11=(-785) 486 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11. 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6.12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" B- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) OND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 20-00 20-00 T f f Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. 12 6.00 D M-4x6 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 ,F,i' in the plane of the truss only. M-5x6(5) -'%%, M-5x6(S) 3.1 0.25" 0.25" VO .:. co0 8 +I M-1.5x4 M-1.5x4 \ / co M o o _ 0 /- o - 10 f '( 12 o ' -3x8 M-3x4 0.25" M-3x4 M-3x8 0 M-5x8(S) > J, > 1, 1, 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al �g1 c� PRnp� r Scale: 0.1552 Gj G,(Nrr �y WARNINGS: GENERAL NOTES,unless otherwise noted: Lr f �•#S,'' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual C\ '_12*w E Truss: Al 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 responsibMty of the building designer. 3.Additional temporary bracingto 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 le th by �" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywalC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `,r 4.No load should be appMed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON h SEQ. : 5992791 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� 4, t� '� design loads be applied to any component. and are for"dry condition"of use. �^ �1✓ 14,. O 1.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.aDece:assumes full bearing at all supports shown.Shim or wedge if fj fabrication,handling,shipment and installation of components. ry ti R S✓ p P 7.Design assumes adequate drainage Is provided. R. 10^" 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center will be ished upon ch ur ines de with joint center fines. IIIIII VIII VIII VIII VIII IIII VIII III IIIIMire USA,Inc./CompuTrus fSoftw of 7n6 6(1 L)E request. 9.Digits 10.lf late in Inches. FForr basic cot ectoroplate design values see ESR-1311,ESR-1998(MiTek) EXPIRE5:12l3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #16BTR =( LOAD DURATION INCREASE = 1.15 1- 3=( 0) 42 2.13=(-1422) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3048) 1745 12-13=(•1422) 2605 3-13=(•547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13-14=(-1231( 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14.15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(•102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC VON. FOR ' LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(•3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. • Connector plate prefix designators: !COND. 2: Design checked for net)-5_WI uplift at 24 "oc spacing.! C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T T �[ T NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 7�"00-0� 4-03-03 6-05-04 7-03-04 4' Design conforms to main windforce-resisting -03-0t3 system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=l.6, 6.00 5, M-3x8, ,- Q 6.00 Truss designed for wind loads M-4x6 in the plane of the truss only. M-4x6 z M-5x6(5) M-5x6(S) 0 0.25" 0.25" rn 3 • tAl c" O M A- �o 100'. 12 13 14 15 16 w SI o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y k 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 ;S� c.°N°fin., p WARNINGS: GENERAL NOTES,unless otherwise noted: // "j�j`r '! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual I4t- .`S S®rl"E 17 1-- Truss: AH7 and Warnings before construction commences, building component.Applicability of design parameters and proper II 2.204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DATE 7/11/2014 responsibilitybuilding g continuous sheathing such as plywood required sheathing(TC)and/or drywal C). ,,,./ rw , the overall structure Is the res onsibili of the designer. 3.2x Impact bridging or lateral bradng where shown++ 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. OREGON SEQ. : 59927 92 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,• {k kZIj design toads be applied to any component. and are for"dry condition"of use. ,� �'\ TRANS I D: 403334 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 2 �- fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. [� 8.This design Is furnished subject to the Pr-Mations set forth by 8.Plates shall be located on both faces of truss,and placed so their center `T (�'� 11111111111111111111 TPI/VYTCA In BCSI,copies of which will be furnished upon request. lines cowith joint center Inches.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 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1,16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2-12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2- 3=(-3057) 1363 12-13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13-14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14-15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16.10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICONO. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 1' T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03 -03 4-00-05 4-00-05 2-03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 12 M 4x6 5 M- x8 7 M-4x6 12 6.00 5x8(5) -cO : ttIr==1rIetttt%wtttttt.etttIllEt%ttttemneIm rw c, mo /` o 1 - 1142 13 114 l ' 1 1'6 - mm 1 0 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) /, /' )' y > y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y y 0-10 40-00 0-10 p PR JOB NAME : POLYGON PLAN 5-B NH - AH6 t, /tit 6r Scale: 0.1547I WARNINGS: GENERAL NOTES,unless otherwise noted: tt! � ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual *` 7 INII E I-- Truss: Truss: AH 6 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. A,r' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at t DES. BY: BS s the responsibility of the erector.Additional permanent bracing2'a.c.and at 10'o.c.respectively unless braced throughout their length of continuous sheathing such as plywood sheathing(TC)and/or drywalh by C). ;Vie-' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b 4" JCrJ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 59927 93 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. /O '4k 14 r 2- ".... TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsib lily for the 6'nDecessa assumes lull bearing at all supports shown.Shim or wedge If 0 Q fabrication,handling,shipment and Installation of components. ry - �^'p V 7.Design assumes adequate drainage Is provided. ^+r7 RIO- 6.This design is furnished subject to the Emitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII IIII VIII IIII IIII TPI/VVTCA In Jwhich furnished request. MTe USA,lnCCOmpuT USSoftware7.6.6(1L)E lines ccof onectorplte design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 11111 IIIIII This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2.10=(-931) 2619 10- 3=1 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10-11=(-933) 2616 3.11=(-534) 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11-12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 i TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 8- 9=1 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2,84 KDDF ( 625) 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2; Design checked for net1-5 Pan uplift at 24 °oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0,358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5° MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=1.6, Truss designed for wind loads T T T 1 in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.001/ M 4x6 M-3x8 M-4x6 4 6.00 M-5x8(S) S ` M-5x8(S) 0.25" 0.25" v r; M t7 o o v 1 9 ... E13 .« 9 10 11 1 'f 13 14 -` o o 1M-3x8 M-1.5x4 M-3x8 ) .25° M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, 1, y 1, ) 1- I y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 00 Scale: 0.1547 �, N NE tis, WARNINGS: GENERAL NOTES,unless otherwise noted: C'J '�,5' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual s 44 92 f.`P E r Truss: AH5 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: BS 2'c.c,and at 10'o.c.respectively unless braced throughout their length by �r� Is The responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ritwlian e DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/ !'t,�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. }y OREGON ^s/ SEQ. : 5 992794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L. ,`t. A, design loads be applied to any component. and are for"dry condition"of use. /� '91✓ 14, � .-1-, TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if I, fabrication,handling,shipment and installation of components. necessary. / ER R I,- 7.Design assumes adequate drainage Is provided. a This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIID III I III I I'll II I I II IIITPINJTCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14-15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15.16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8-10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24"0C VON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10-17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=) 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) (COND. 2: Design checked for net1.5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0,0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, T T T T (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 5-01-08 4-071I ;2-10-09 5-01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=1.6, f f L-03-03 1' ' 1 2-03 0 1' T Truss designed for wind loads in the plane of the truss only. 10-00 10-00 /- 12 5 M-5x6(S) 9 12 M-4x6 M-4x6 6.00 V I M-1x4 7 y°25" M-ix4 p X16,00 o M-1.5x3 M-1°5x4 u; \/\ : c� M o o1 a + T 1 17 MM �- 3 o o M-3x8 M-3x8 u.25" 0.25�p M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) ,1 ,1 J, )" J' ,1 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 J, y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH4 Sale: 0,1547 eco „ NE sr WARNINGS: GENERAL NOTES,unless otherwise noted: & s c/1/ r lr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �' (� •w N 1-- Truss: ' and Warnings before construction commences. building component.Apptcability of design parameters and proper T r u s S: AH4 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,� SEQ. : 59927 95 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. -yam OREGON D, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. / '9y' v,O�� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the a Design assumes full bearing at all supports shown.Shim or wedge if d 1 necessary. �$.A R ILL fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII III I VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nche. 9.Digits indicatesize offplate In inches. MiTek USA,InC./COmpUTrusSoftware 7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-18613(MiTek) EXPIRES:12/31/201.55 1111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0,0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2.13=(-1012) 2587 3-13=(-136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-3022) 1237 13.14=( •974) 3183 13- 4=(-275) 899 LOADING 3- 4=(•2812) 1094 14.15=(-1050) 3398 13- 5=(•976) 397 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2455) 1044 15-16=(-1012) 3183 5-14=( -43) 304 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3285) 1278 16.11=(-1044) 2587 14- 5=(-192) 133 TOTAL LOAD = 42.0 PSF 7. 7=(-3285) 1285 5.17=(•135) 133 7- 9=(-2455) 1061 15- 7=( -35) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9. 9=( 0) 0 7.16=(-976) 389 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10=(•2812) 1112 9.16=(-269) 899 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3020) 1247 16.10=(•136) 293 11-12=( 0) 42 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M20HS,M18HS,M16or = Mprek MT series 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -245/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) COND 2: D'si. ecke. for let - .sf u.li at 4 "oc .ac't. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'-•10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 9-11-11 141 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 4-07 5-01-08 Truss designed for wind loads T T f f in the plane of the truss only. 10-00 1' 1' 12 M-5x6(S /- 6.001/ M 4x6 M-?x4 6 0.25" M-9x4 e M 4x6 12 6.00 yNy M-1"5x4 Z o , -1"5x4 3 Li) o vn 1.0 0,3 03 Cr 13 4 T 'f.1 16 '� 2 0 b o 1M-3x8 M-3x8 .25" 0.25' M-3x8 M-3x8 0 M-5x6(S) (S) M-5x6(S) (S) y y y y y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 0-10 40-00 yy 0-10 JOB NAME : POLYGON PLAN 5-6 NH - BH3 Scale: 0.1481 �S�0R,G N°1ys,�, WARNINGS: GENERAL NOTES,unless otherwise noted: c9 / "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 h EC Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper L�..A L t M 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be I teraly braced at f is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , DATE: 7/11/2014 the overall structure Is the responsibilityof the buildingdesigner. continuous sheathing such as p bracing required sheathing(TC)and/or drywal BC)- 9 3.2x Impact bridging or lateral 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. 'f. SEQ. : 5 992796 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, .70. ,,yy_ AOREGON ub & design loads be applied to any component. and are for"dry condition"of use. ,+ 'kl TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if d 14 <�.pi- fabrication,handling,shipment and installation of components. necessary. �{' V 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. `v/ r�Al�� I IIIIII II II VIII IIII VIII IIII VIII IIII IIII by 8,Plates shall be located on both faces of truss,and placed so their center r T TPIMRCA 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(Wok) EXP)RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 I. 2=( 0) 42 2.13=(-1214) 2654 3.13=( -13) 272 2x6 KDOF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF #18BTR 3- 4=(-3143) 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-2516) 6278 6.14=) -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392 2262 17.18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741; 2555 18-11=(-1204) 2686 7-16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"0C UON. FOR10-11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 42 17.10=) -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=) 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" •2891 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 5sf) uplift at 24 'oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.975' @ 19'• 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = •0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T ,/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-00-12 05 0load duration factor=1.6, � 4 03 15 7 02 06 . 5 07 11 . 4-07 05 . 4-07-06 . 5-07-10 . Truss designed for wind loads 2-05-1'2 in the plane of the truss only. 6-00 1' 12 M-4x6 12 12 6.00 G' 4.0" 6.00 6.00 9 44( 5 ,/- c:. M-5x6 M-3x8 M-3x8 M-5x16• M-3x4 4 M-1.5x4�` " 0 + g 4111 8 2 0 1 M-3x8 M-4x12 10.25" M-115 5x4 0 251'6 M-5x12 M-1�5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) y y y y y /, 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 , y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 Scale: • 0.1481 •c‹, s ?st.0 PAC/Fe WARNINGS: GENERAL NOTES,unless otherwise noted: ',- Truss: 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' .w E Truss: BH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper J/'/IY 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bract to Insure stability dodo construction 2•Design assumes the top and bottom chords to be laterally braced at po ry ng a 2'o.c.and at 10'a.c.respectively unless braced throughout their length by ,.r^ DES. BY• BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /r •. DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ C?REGt�N �� SEQ. C/� oft 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 , S E Q. : 5992797 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,,A. .1.44. 2.0 ,....-k- 6. 1_ design loads be applied to any component. and are for"dry condition"of use. Q 1 ., P 6.Design assumes fug bearing at all supports shown.Shim or wedge if /�q TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibilityonenfor the necessary. E' H I . fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the linitatians set forth by 9.Plates shall be located on both faces of truss,end placed so their center ished upon s coincide with joint center Ines. 11111111111111111111 MTek USA,IncCA in ./CompuTrus s I,copies of ich will be Software 7.6.6(1 L)-E request. U/For Digit basic indicate design values see ESR-1311,ESR-1988(diTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12.00-00 TO 19-00-00 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) 42 2-12=( -958) 5580 3.12=( -120) 766 9.17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13-14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14.15=(-2778) 15096 5-13=( -330) 2050 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(•2114) 12140 13- 6=(-2176) 410 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=( -754) 4772 14- 6=( •310) 1738 BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0' V 7- 8=( -5222) 946 17-10=( -752) 4772 6-15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20,0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-10=( -5482) 926 7.16=(-8536) 1596 ALL FLT TOP CHORD TRNOT N. FOR ED ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10-11=( 0) 42 16- 8=( -750) 4348 ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 OVERHANGS: 10.0" 10.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP0'- 0.0' -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" 507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. ICOND, 2: Design checked for net(-5 nsf) uplift at 24 "oc soacing.I ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000° @ 0'--10.0" Allowed = 0.111' + Laterally brace to roof diaphragm. 9" oc in 1 rows) throughout 2x4 webshout 2x6 om chords, MAX LL DEFL = 0.401" @ 19'- 6,0' Allowed = 1.954" MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606' MAX LL DEFL = 0.000' @ 40'- 10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166° @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 18-10-08 4-10-13 10-03 Trruuss loads duration fforowin Ts designed for wind l f3-00-122-10-15r 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 in the plane of the truss only. 12 12 12 6.00 D 6.00 V M-4x6 Q 6.00 /- 8 4.0 o M-5x6 M-3x10 M-110 M 5x16��1.000.M-3x4 f a 0 Lo o u M1.5X9 , e M M o M-3x6 0 1/ S -5 1 v133o M 3x8 M-5x12 0.2Mx� M-5x12 M-1.5x4 o M18HS-7x14(S) ** M18HS-7x14(S) 4,841# 1384# ), y y 1, y y y y 9,--ip 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 9;11 JOB NAME :°-POLYGON PLAN 5-B NH - BH1 40-00 0.10 PROF6.S Scale: 0.1481 G;IN- AI WARNINGS: GENERAL NOTES,unless otherwise noted: `,/ fl 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ,(/ '� „...- Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 'y ® E t 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY" BS 3.Additional temporary bracing to insure stabibty 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 2'c.c.and at 10'o.c.respectively unless braced throughout their length;y DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. 2x Impactusheathing suchr l acing re uirethingrrC)and/or drywall C. 9 3.In bridging Is hterel pracing required the where shown+a 4.No Toad should be appFed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 5992798 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, p OREGON design loads be applied to any component. and are for"dry condition"of use. �'91�' � �" TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes fug beating at all supports shown.Shim or wedge If `� © 14 0�' fabrication,handling,shipment and Installation of components. necessary. �f' 6.This design is furnished subject to the irritations set forth by7.Design assumes adequate drainage is provided. `'�/ PRI y I IIIIII IIII VIII VIII Ili VIII IIII IIII 9.Plates shall be located on both faces of truss,and placed so their center ri 1.- TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FForr9. its basicicate sizeconnecorplate desigf late In n values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 SPACED 24.0' O.C. 2- 3=(-4625) 1974 15-16=(-1549) 3653 3-16=(-721) 416 BC: 2x4 KDDF S1ANTR 3- 4= -3338) 1493 16.17=(•1176) 2930 16- 4=( -19) 289 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(-519) 279 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=) 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(•2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 0 23-13=(-1134) 2638 8.21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.133=(-30777) 13614 19.22=(-710) 80715 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16, ( = MiTek prefix) = CompuTrus,iInc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) = MT series 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 ssfl uplift at 24 'oc ssacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 -05-04 6-01-04 03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" 1 5-05-04 '' DESIGN ASSUMES MOISTURE CONTENT DOES k-03-0 3 04-1312-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12-00 '( Design conforms to main windforce-resisting 12 M-gx410 12 system and components and cladding criteria. /- 6.00[7' M-4x65 M-3x8 M-3x4 M-4x6 4 6.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, M-3x44 , M 3x4 Truss designed for wind loads in the plane of the truss only. 0 '- %M-4x4 3 M-3x8 r> co co M-3x8 �_- _ o O N O '_ �.�. ec�B- 4 Q o� 7:,1- 1 5 16 17 18,9 y 2P 23 o o o M-5x8 M-3x4 M 3x8 M 6 20 0.25 M-3x8 M-1.5x4 c 0 o M-3x4+ M-4x10 M-3x4+ 1.89 - M-5x6(S) -- 2.75 12 12 -09 12 J‘ y ), y y y y , y-05-0$ 4-05-12 4-07-08 1,08-0, 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-19 2-005-08 11-11 ,2-00 23-07-08 0,10 14-04-08 25-07-08 y y y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 ' G N s✓ WARNINGS: GENERAL NOTES,unless otherwise noted: ,45.7 ill p•, 1.Builder and erecen contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual CC Truss: AH5C 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 bract to Insure stabil; during construction 2 Design assumes the top and bottom chords to be laterally braced at pa ry n9 stability 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathng(TC)and/or drywall(BC). .f.z°' t� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Y OREGON �'C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 59927995.Desi n assumes trusses are to be used in a non-corrosive environment, fasteners are complete and at no time should any loads greater than 9 1.,- ,t,, '�}+ 14, ?P -�.�.: design loads be applied to any component. and are for"dry full bearing of use. 6.Design assumes full bearing at all supporta shown.Shim or wedge if �},� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. "EPRO- 6. a A'ti4� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center ch l be IIIIII II II VIII VIII VIII VIII VIII IIII IIII MITe USA,InCINVTCA in sI,copies of/CompuTrus'SoftIWare 7.6.6)1L)E request. 1de with joint center Ines. 0.FForribasiclines cot connector platetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRE5:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2-13=(•1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=)-4625) 1712 13-14=)-1329) 3653 3.14=)- 721) 386 20-10=)•387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14.150(-1028) 2930 14- 4= -14) 289 10.21=1 0) 242 LOADING 4- 5=(-2840) 1155 15.16=1 -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17-18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-2785 1177 16-18=) -812) 2776 15- 60)-640) 244 TOTAL LOAD = 42.0 PSF 7. 8=(-2797) 1159 18.19=( -802) 2727 6.16=(-161) 492 NOTE: 8- 9=1-2288) 1038 19.20=( -834) 2794 16- 70(-104) 312 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3077) 1172 21-11=( -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=1.710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 1336 5.50" 2.84 KDDF ( 625) M,M20HS,MI8HS,M16 = MiTek MT series 40'• 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(•5 Osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 NOT EXCEED 19%AT TIME OF MANUFACTURE. 11-11-11 T T - Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 -01-05 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria.2 / 12 2-05-0 T f f f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00M-4X65 M-4X6 4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M x4 M x8 M- X4 6.00 load duration factor=1.6, y, - Truss designed for wind loads in the plane of the truss only. M-3x4 .r 4 M-3x4 CD -4- 0 `° %M-4x4 coco M-3x8 3 CD CSI 0 .°gdlirilli""'"M".."'dIIIIIIIIIIIIII ... \ 0 �o o� 1 � 1M-5x8 M 3X4 M-3x8 1617 18 1f9 20 21 q�2o o 0"25' M-3x8 M-1.5x4 M-3x8 C. M-3x4+ M-5x6 M-4x10 M-5x6 S M-3x4+ -==1 2.75 1.89 a t2 y2 y 12 y 2-09-12 k ), ), y )' y , y-05-08, 4-05-12 4-07-08 1;08-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-10 2-05-08 11-11 y2-00 23-07-08 0-10 y ,, 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 ��ti N°l oil ,'s, WARNINGS: GENERAL NOTES,unless otherwise noted: C:1 1 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Ct '" Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,+ DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ filq SEQ. : 59928004.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes tmsses are to be used in a non-corrosive environment, , design loads be applied to any component. and are for"dry condition"of use. '1 �'� TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the S Design assumes full beating at all supports shown.Shim or wedge If /Q � 1 J 2 !� fabrication,handling,shipment and installation of components. necessary. /},: VQ`, 8.This design is furnished subject to the limitations set forth 7.Plates assumes adequate onne dthifac a is sa '✓f .`L�ry V I IIIIII II II VIII VIII VIII VIII VIII IIII IIII by B Plates shall be located both faces of truss,and placed so their center r 7 r5 TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 IC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.17=(-1427) 3488 17- 3=( -209) 663 SPACED 24.0" O.C. 2- 3=(-4158) 1779 17.18=(-1262) 3045 17- 4=) -186) 353 BC: 2x4 KDDF S1ANDR 3- 4=(-3725) 1660 18.19=(.1439) 3656 4.18=( -191) 182 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3215) 1467 20.21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7-19=) -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(.1449) 3686 8.19=) -85) 46 8- 9=(-4282) 1836 23.15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- Be) -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21.10=) -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10.22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 0 22-11=) -80) 536 OVERHANGS: 10.0" 10.0" 13-14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13.23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23-14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 loaf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 20-00-10 9-11.11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T 9-11-11 MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" T MAX TL CREEP DEFL = -0.712" @ 21'- 6.8' Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" � -� ( MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-1f2 '/2-10-04' 0-08 05 2-01-12 5-04-05 f' 2-03-03 3-10-08 MAX HORIZ. TL DEFL = 0.207" H 39'- 6.5" 8-00 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 46.00 Design conforms to main windforce-resisting 6.00 -3x4 M 3x4 12 system and components and cladding criteria, A- M-5x6 9 =M-4x4 M-4x6 5/ 7 M-15x4 9 y 1.0.5" 11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 3x44 • rrr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v M-1.5x4 load duration factor=l.6, 0 4 Truss designed for wind loads �, M 1.5x4NI_ r-- ,z, ` in the plane of the truss only. 0 o M-3x8 �'_W AlikATIIWI____-_,.____41111111e. cp/_O ' o 1 JTr. ant+ " 6 0 o M-5x10 M 3x8 M-6x1021 23 1 0 M-3x4+ 0.2 '� M-3x8 M-3x8 0 M-3x4+ M-4x12 -- T 2.75 1 89 v M-5x8(S) 12 12 2-00 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 y y yy J, y y 0-10 2-00 11-11 y2-00 24-01 �10 13-11 26-01 y y J, y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 ' PRQp 1`0 Scale: 0.1400 c�� Q///IrN B WARNINGS: GENERAL NOTES,unless otherwise noted: ;tt� . / Y'�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 ;9201 E Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper / r 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .+y/�//- 3.Additional temporary bracingto insure stabilityBurin construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ry' 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s� „ ` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC), f''A11190!-� DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�T SEQ. : 5992801 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1- 'liq �QN� t design loads be applied to any component and are for"dry condition"of use. © 1'" 14 tiy`- TRAN S I D: 403334 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 a5 S necessary. j�t-,1-� V fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. `*+'7 rir`-\- 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 11131111111111111 which request. lines MTe USA,Inc./CompuTrus Software 7.6.6(1L)-Z coith joint center lines. incide Digits icicsize of For ctopltedesign values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2016 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -41581554(-3725) 1463 16.17=(-1145) 3656 14-16=( -192) WEBS: 2x4 KDDF STAND 3- 4= ) 258 LOADING 4- 5=(-3215) 1216 18.19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17.19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19.20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20.21=(-1162) 3686 7.17=( -85) 56 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 Snow (Pg) 9.10=(•3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF DEC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2908) 1176 20.10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 10.21=(-1427) 518 Connector pplate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11.21=( -266) 918 C nnect8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16or = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0" -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0,001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6,8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%s AT TIME OF MANUFACTURE. T-01-1, �,3-01-071, �3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 I Design conforms to main d claddingresisting system and components and cladding criteria. 2-08-08 2-08-05 01-1 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) (All Heights), Enclosed, Cat,2, Ex B, MWFRS Dir M-5x6A n, P• 1 ), /-- 6.00 5 M- x4 M-1 5x4 0 5' =M-4x4 M•4x6 \16.00 load duration factor=l.6, 3 8 1I? 1g 1 Truss designed for wind loads M-3x4 r,, EE in the plane of the truss only. v 4 llll�l M-1,5x4 C3 M-1.5x4 2 D o o M 3x8 - AL r--- c, _ � o 0 �� o 1 r 15 M 3x4M 5x10 M 3x8 1 19 3 4 ,n M-3x4+ M-6x10 0.25' M 3x8 M-3x8 0 a 2 75 1.89 M-4x12 M-5x8(S) 12 y y 12 y y J• y i' y , , 2-00 , 5-06-12 6-04-04 1 y00-12y 9-03-04 8-02-04 7-06-12 J, i' 0-19 2-00 11-11 ,k' 24-01 Oy 10 y y 13-11 26-01 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 � PROPeSs tics GINS R /C> WARNINGS: GENERAL NOTES,unless otherwise noted: 4:! �j'i 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 �� a ` E .1.- Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 77 CCC 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , � Ar DES. BY: BS 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 plywoodsheathing(TG)es and/or drywall(BC). mplo ^„/'rte, ; + .r DATE: 7/11/2014 P N 9 3.In Impact bridging or lateral bracing required where shown++ Cr 4.No load should be apples to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �y�OREGON `,, SEQ. : 5992802 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, "7 r✓ design loads be applied to any component. and are for"dry condition"of use. '� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 'p 9y ./4 2° •-k" fabrication,handling,shipment and Installation of components. necessary. jj-�` 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequateodrainage is provided. M 'p R I .�^- V I IIIIII II II VIII IIII VIII VIII VIII IIII IIII by 8 Plates shall be located on both faces of truss,and placed so their center i r5 TPI/WTCA In BCSI,copies of which will be furnished upon request. Tines coincide with joint center lines. 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/ /20 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14-15=(-2800 8048 3.15=1 -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(•4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'• 0.0" V 5- 6=(-11444) 4480 17.18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TO UNIF LL( 100.0 +DL 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7.(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UN1F LL( 50.0)+DL( 14.0 )= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'• 0.0" V 8- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(•2594) 1180 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'• 0.0" 10.11=( •6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=) -6230) 2234 8.19=(-1142) 820 12.13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'• 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series 40'- 0.0" -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) _� ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(•5 gsfl uplift at 24 "oc spacing.' )v\ 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.585" @ 16'• 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606° MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 28-00-10 load duration factor=1.6, T Truss designed for wind loads 2-09 3-02-11 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12f in the plane of the truss only. T T 320# T T T T T 320# 12 12 6.00 V M-4x10 M 5x8 =Msx4 M4x4 - x ( ) M-5x6 a 6.00 0°25" M-39x10 4 0 %M 4x4 oo k * M-1°5x4 v 1 c� M 3x10--M-4x43 a/�� ^ - o �o o le 1 14 15 16 17� - 19 20 ��,3 o M-6x8 M-4x10 =M-4x4 =M-10x10 18 0.25 M-4x10 M-3x8 0 0 o M-3x4+ M18HS-7x14 =M-8x8(S) M 3x4+ 12 2.75 M-3x4+ 12 2.75 0 M-3x4+ yp 2-11-oat, y 12 , , y y y y y-05-0E 4-06-12 4-05 ),2 0), 9-02-04 9-00-08 5-04-12 y yp / 0} yy-1p 2-05-08 11-11 2-00 23-07-08 y 1y 0-10 40-00 0-10 ��4�.p PRDF�� JOB NAME: POLYGON PLAN 5-B NH - AH1 Scale: 0.1548c.�c, GINE p WARNINGS: GENERAL NOTES,unless otherwise noted: Ztr / CC 17- Truss: }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 �` I ®11 L. 1"" and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: AH 1 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et ,sem. length by .,�° y ^•' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their continuous sheathing such as plywood sheathing(TC)and/or drywalBC). .rWIP,' 7� DATE: 7/11/2014 the overaa structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q' SEQ. : 5992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 7 'r '+A`yA design loads be applied to any component. and are for"dry condieon"of usa. ✓^ "si 1'" 1 4, `2.° 6.Design assumes full bearing at all supports shown.Shim or wedge if CJ `` TRANS I D: 403334 5.CompuT us has no condo!over and assumes no responsibility for the necessary. t�t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rT n(LN,^. 6.This design is furnished subject to the Pnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111011111111111111 Jwhich furnished request. Digits MTe USA,InCCmpuT US Software6.6(1L)E clines coade with joint center lines. 0FFurr basionectorplte design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0° ICON. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, 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 Design conforms to main windforce-resisting and components and cladding criteria. Connector late prefix designators: DL ON BOTTOM CHORD = 10,0 PSF p g TOTAL LOAD = 42,0 PSF C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20,4ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T 12 12 6.00 V a 6.00 I I M-4x4 3 co O N C7 2 4 O� C7 O OO O M-3x4 M-3x4 y y i, y 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-6 NH - U IScale: 0.6187 ‘C.,,? GINE N° s' ' WARNINGS: GENERAL NOTES,unless otherwise noted: J/$ 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 S'IZ . .74*9E r Truss: Cl and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the respansibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by440011111r4/Nr�l1• DATE 7/11/2014 responsibility g g continuous sheathing such as plywood heething(TC)and/or drywall(BC). ,,,/ W,. the overall structure is the res nsibili of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !4`C," 4.No load should be applied to any component until after all bracing and 4.Installation dams is the responsibility of the respective contractor. -�r OREGON `�/ SEQ. : 5 992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used In a non-corrosive environment, .4• /f7 1�` design loads be applied to any component. and are for"dry condition"of use. �' +�],. rZ(� 5... TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if Q (4+ VP fabrication,handling,shipment and installation of components. nesessary. �,q 7.Plates assumes adequate y co drainage faces of truss,and placed so their center 11111111111111111111111 III IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9.Digits indicate size of plate in inches. MiTek USA,Ina/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 1111110111 IIAIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50' 1.38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "on spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075° @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19N AT TIME OF MANUFACTURE. 10-03 10-03 1 T .' Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. 'I l' 1' '( '( Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 Q 6 00 load duration factor=l.6, 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. /- 4 ,r„r i1 c"1" M-1"5x4 M-1.5x4 O u') aO / O J- O a. ] I 6 **s 41 �'O a M-3x4 0.25" M-3x4 M-3x4 a I M-5x6(5) y 1, ), y 7-00-03 6-05-11 7-00-03 J- y y 0-10 20-06 Scale: 0.2933 \��4 pN S/0 JOB NAME : POLYGON PLAN 5-B NH - D2 /t 9- WARNINGS: GENERAL NOTES,unless otherwise noted: L • j J/ 7 "v-'jT� 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 Gh Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4100111!".C.'''.,r' /mss"""'" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f DES. BY: BS 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 p ty P continuous sheathing such as plywood sheathing(TC)and/or drywalC). .„.4", = DATE' 7/11/2014 the overall sbucture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A Ct," 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -S7 OREGON 1/4 SEQ. : 5 992805 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 1b'`+� design loads be applied to any component. end are for"dry condition"of use. /o-"�1✓ 14 2t `y-^`t- T BANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if necessary.ass /11E.,R Riy:. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1.- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII III I VIII VIII VIII IIII IIIITPIANiCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenterlines. 9.Digitsindicate ncidt size of pt ctin inches. MiTek USA,InC./CompsTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19813(MITek) EXPIRES:12/31/2015 110 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'• 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1-5=(-127) 422 3.5=(0) 214 2x6 KDDF#1&BTR T1 SPACED 24.0" O.C. 2.3=( 0) 0 5.4=(•123) 424 BC: 2x4 KDDF#1&8TR 3.4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0' Allowed = 0.111" Connectorplate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" ConnectorC a (or no ig MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" prefix) = CompuTrus, Inc Refer to CompuTrus standard M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" SpecifiCatiOnS. MAX HORIZ. TL DEFL = 0.005° @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, Truss designed for wind loads 12 =M-40- 12 in the plane of the truss only. 6.00 D Q 6.00 M-4x6- rn 0 4 + rix M-3x4+ co 1 M O O 5 N14 M-3x6 y M-1.5x4 M-3x4 0 y M-3x6(S) y 11-05-08 y y 15-09 4-09 ,1 y I 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1Scale: 0.2992 `c,"� GpNpi41 � WARNINGS: GENERAL NOTES,unless otherwise noted: 4451 .II 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 _192;0 E r Truss: D1 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• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +/ice is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall)BC). ,,+,y;,ir'. DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x lmpact 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. 1OREGON (l/ SEQ. : 5 992806 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 ,‘� .4,‘, design loads be applied to any component. and are for"dry condition"of use. J' 4)r^ ria " TRANS I D: 403334 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 © 14_ 1�`i fabrication,handling, necessary. /� 'S� shipment and Installation of components. 7,Design assumes adequate drainage is provided. 1 RIO- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II II VIII III I VIII VIII VIII III IIIITPI/WTCA In SCSI,copies of which will be furnished upon request. linescoincide with joint center lines. Di 9.Digits indicate size of plateteIn Inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12131/2015 1E 11111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-5=(-40) 429 5.3=(0) 265 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-574) 113 5.4=(-40) 429 WEBS: 2x4 KDDF STAND 3.4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.' C,CN,CI8,CN18 (or no prefix) Com uTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. P 1 P VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075" @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" DOES 12 12 NOTIGN EXCEEDU119%ATESITIMEEOFONTENT MANUFACTURE. 6.001/ TIM-4x4 Q 6.00 Design conforms to main windforce-resisting 40 system and components and cladding criteria. /- 3 �� Wind: 140 mph, h=20,6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M O Co O M M OO f- o, 1 ►� dIIIIIIIIII 54 ** 0 0 M-3x4 M-1"5x4 M-3x4 1, y y 5-10 5-10 k )- y 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999 `c ' c NE s, WARNINGS: GENERAL NOTES,unless otherwise noted: (.45 //± E -yT �C` !JN IO Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual f-"' C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 2 Incorporation of component Is the responsibility of the budding designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f - DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �l �!C�,� C�1n 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 contractor. - OREGON `�./ SEQ. : 599280! fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,fi \b` A design loads be applied to any component and are for"dry condition"of use. P' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if © '44- 14 !ZO �- , ess necary. .R 1 0' fabrication,handling,shipment and installation of components. 7.nDesignss assumes adequate drainage is provided. R 6.This design Is furnished subject to the!irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII'III'III TPINVTCA In BCS',copies of which will be furnished upon request. lines coincide with jointf center Ines. 9.Digits indicatesize of platein inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" [GOND. 2: Design checked for net(-5 bsf) uplift at 24 "oc spacing.] TC: 2x4 KDDF 41$BTR LOAD DURATION INCREASE 1,15 BC: 2x4 KDDF gt$BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12"0C. UON. NOT EXCEED 1996ATTIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25,0)+DL( 7,0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and claddingcriteria. plate prefix designators: P C Connector8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow IPg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T 12 T 6.001/ 12 HM-4x4 X6,00 3 II I M O CO O M 0 2 �� L i I 4 c3 -T o M-3x4 M-3x4 y ), 0-10 11-08 y i 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 �< NG N ,6`5 I ` /0' 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 end Is for an Individual /1 'q Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ® E r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY BS 3.Additional temporary bracing to insure stabity 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood sheathing(TC)whereshown and/or drywall(BC). 4/ ~ 9 3.2x Impact bridging or lateral bracing required sh ++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. - "L �OREGON �Cr 5. �j/ SEQ. : 5992808 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: 403334 design loads be applied to any component. and are for"dry condition"of use. . Q CompuTrus has no control over end assumes no responsibility for the 6Design assumes full bearing at all suppods shown.Shim or wedge if .i 2, 4 necessary. 14, �, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. •v{�Ly7 10, IIIIII II II VIII VIII VIII(III)VIII(III(III 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 TPINVTCA in BCS(,copies of which will be furnished upon request, lines coincide with joint center cines. 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 0.FForribasiciconnector plcate size of ate 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 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF q1&BTRLOADING WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 231.2)+DL( 177.2)0 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. ICOND. 2; Design checked for net)-5 psf) uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" Connector plate prefix designatorsMAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5" Allowed = 0.484" C,CN,Ci8,CN18 (or no prefix)) = ComompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0 3 2 MAX HORIZ. LL DEFL = 0.000" 0 5'- 8.2' MAX HORIZ. TL DEFL = 0.000" 0 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00(/ Design conforms to main windforce-resisting M-1.5x4 3 system and components and cladding criteria. Wind: 140 mph, h=20,7ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, pg (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1,6, CO OD Truss designed for wind loads in the plane of the truss only. 0 +I- CD 7t- iiiiiii1111111111111111111111111 _, M-5x16 M-3x10 1, yy 5-08-04 0-03-12 1, y 6-00 PRO scale: o.5as2 �,s� °GAN, `rip JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD 1 j7+ 4. WARNINGS: GENERAL NOTES,unless otherwise noted: Z4 BG� ,!"cT,". 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual i/R i-'"L.. Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper ./"� 2.2x4 compression web bradng must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,rys. po 9 ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /im'" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "Ailliftft ' `��`"" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing ng required where shown + OREGON x! 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - SEQ. : 5992809 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, Ld 2.C3 ..„....+TRANS I D: 403334 t> design loads be applied to any component. and / , are for"dry condition"of use. Q 14 6.Design assumes lull bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Unitarians set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPVVYTCA in BCSI,copies of which will be furnished upon request. 9.lines Dig is coindde indicate sizejointoplate in center 10. MITekUSA,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 • 11111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF H1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) IC LATERAL SUPPORT <= 12"OC. UON, TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Single member as shown. 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF625) 9 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max, nail penetration. ICOND. 2; Design checked for net/-S psf) uplift at 24 "ox spacing.' ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T T '' MAX HORIZ. TL DEFL = 0,000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I/ NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, co IIIIIIIII load Heights), Enclosed, Cat,2, Exp,B, MWFAS(Dir), duration Truss designed for wind loads in the plane of the truss only. M O G. O C) O/- OrdillAMMIIIMIlliel4- o'" 6 4 M-5x16 M-3x10 ** 1, y y 5-08-04 0-03-12 y 1, 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRDSpate: 0.5462 �<<,N`N01 N° ope So WARNINGS: GENERAL NOTES,unless otherwise noted: 29 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 !120$ E 1-- Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,/ 3.Additional temporary bracing to insure stedity during construction 2.Design assumes the top end bottom chords to be laterally braced at r' DES. BY: BS 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 46000/Pcontinuous sheathing such as plywood sheathing(TC)and/or drywal C). + ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whhereeres shown++ IZ C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON S E Q. : 5992810 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, N A TRANS I D: 403334 design loads be applied to any component. and gra for"dry condition"9 use. FP wedge / �) (� 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or if Q 14, S- necessary. �{' fabrication,handling,shipment and installation of components. F1 RIO- 6. 7.Plates assumes adequateod drainage is provided.a. 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 111111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincide withzjointaIn Inches.9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,M2OHS, 18HS (16 = MiTekprefix) = riepuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. ' 1' 1' 12 12 6.00[7 \1 6.00 IIM-4x4 3 f 1 1 0 0 0 N 4cn M o/— — — v v o /— o� 1 %///////////////7/////////////////////////////////////////////////// o 0 M-3x4 M-3x4 1" y y 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - G1 Scale; 0.6079 �c,`�`., pN 'S/ WARNINGS: GENERAL NOTES,unless otherwise noted: 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 p! r end Warnings before construction commences. building component.Applicabmty of design parameters and proper Truss: G 1incorporation of component is the responsibmty of the building designer. 44e,"4...''''' 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�* DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(UC). ,.., /Alm DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ eI Q SEQ. : 5992811 4.No load should be applied to any component until eller an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �/ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, �4. "7" 4': ��,(o A. design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'oecesse ssumes full bearing at all supports shown.Shim or wedge if ' �I {yQ fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. `W }1,,,� VV 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 111111101111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincideintwith joint acenter Ines, 9.Digits Indicate size of plate in inches. MITek USA,inC./COrnpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXP(RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 29 IC 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: 14.2' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5,50" 0.65 KDDF ( 625) Connector plate prefix designators: 5'- 0.2" 0/ 64V 0/ OH 5.50" 0,10 KDDF ( 625 C,CN,C18,CN18 or no prefix) = LL = 25 PSF Ground Snow (Pg) 5'- 3.0" 58/ 140V 0/ OH 1.50" 0.22 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. COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454' MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ, TL DEFL = -0.000" @ 5'- 2.2" 4.00 I, 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 1f system and components and cladding criteria. Wind: 140 mph, ho20ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, ,n (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. M-3x4 N L r� C. - - � 1 2 o4\IC y y y 1-02-04 (PROVIDE FULL BEARING:Jts:2.4,3( 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 �cOpt '�R�GIRN 641 ile 0, WARNINGS: GENERAL NOTES,unless otherwise noted: C7 G3 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4:t' .92$0 E r Truss: 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. „r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , ,errw" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibilityof the buiMin designer. continuous sheathing such as plywood sheathing(TC)and/or drywai C). 0 9 9 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be appfied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ``r� SEQ. : 5992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, F A-OREGON . design loads be applied to any component. and are for"dry condition'of use. +.'- l 1� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if e` '9)✓ 1 4 '0 1. necessary.shipment and installation of components. necessary. �{,,�`' ,rj-f 7.Design assumes adequate drainage Is Provided. ""F/r-i`y V 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 +"7 ri Y 1111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincidedicatwith joint center lines. (M 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 iTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" 'COND. 2: Design checked for net)-5 psfl uplift at 24 'oc spacing.' TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main win dforce-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 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00l 3 —/ LO _aid! 0 0 N 2 LO/— M-3x4 y y y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Scale: 0.7728 ��,oc3 Naf sjp' WARNINGS: GENERAL NOTES,unless otherwise noted: {45 pit .37 '. 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 ,a' Truss: G2 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 stabiNly during construction 2.Design assumes the top and bottom chords to be laterally braced at Po 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). .' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , �' {. SEQ. :TRANS I D: 4033344/ 5992813 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, Lr 7' , design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsib lily for the and are for"dry condition"of use. O 6.Design assumes full beating /" 14 � necessa ng at all supports shown.Shim or wedge If ,},, �n'�� fabdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i IIIIII II II VIII VIII VIII VIII VIII IIII IIII TPI/WTCA In ./ furnished upon request size MTe USA,Inc./CompuTrus Software 6.6L)E lines cde with Joint center Ines. 0rconoaFFobsiconnector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 1.2201MAX) MEMBER1-4 (-FO44) 42-4o(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-94) 79 1-4=(-44) 58 2-4=(-233) 166 WEBS: 2x4 KDDF STAND 2-3=(-10 4 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00° 0.47 KDOF ( 625) C,CN,CI8,CN18 (or no prefix) = ComuTrus, Inc 7'- 1.5" -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX IC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-07-12 0-05-12MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.001 "" NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ii 2 load duration factor=l.6, Truss designed for wind loads Or in the plane of the truss only. Lo co O cm n Of .4- Aild1111111111111111111111111111111111111111111111111111O O� 1RIM ��q M-3x4 M-1.5x4 6-07-12 0-05-12 y y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 ''S,' �°NR°F1Fy6's, WARNINGS: GENERAL NOTES,unless otherwise noted: I -T l', 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '4 .. ..0L.N E i--- Truss: '.. Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper ttF 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.tr respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -d#w. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q corrosive environment, I, 1 RE G�1� TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 6Ql \ 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if Q V 14 4 fabrication,handling,shipment and installation of components. necessary. fj-' 7.Design assumes adequate drainage is provided. VV 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 �� Milli II II IIIA IIII VIII VIII VIII IIII IIIITPI/VYTCA in BCSI,copies of which will be furnished upon request. linescoincide with joint center Ines. indicate 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) E P(R S:12/31/201 5 11 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main win dforce-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 Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = Milok MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 2 - 4.00 C7,- in 0 0 N 1 a. M-3x4 J' 111 5-01-08 JOB NAME : POLYGON PLAN 5-B NH - G5 ' �Ne N o s/, Scale: 0.8258 WARNINGS: GENERAL NOTES,unless otherwise noted: ,c,, s , -1 C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C�. Truss: G5 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 responsibltty 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: BS Is the responsibility of the erector.Additional permanent bradng of T o.c.and at 10'o.c.respectively unless braced throughout their la th by ! po ty p g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -' _ '.,. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ,�V! SEQ. : 599281 5 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, >k design loads be applied to any component. and are for"dry condieon"of use. ." -y)''' 14 2-° i TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes full bearing at all supports shown.Shim or wedge if �^'' {� fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. "•FiA IA- V 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII(IIII(IIII(IIII(IIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointfcenter liche. 9,Digits ndsize of plate o inches. MITek USA,InC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1388(MiTek) EXPIRES:12/31/2015 11111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =l 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1-2=( 1.15 0) 50 2.8= q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= -366181 (0) 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 85 BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5.6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6.7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) 17'- 11.2' -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for nett-5 pafl uplift at 24 "oc spacing.) 7-�9 12 12-01-03 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" { .� MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0,007" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0,007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 l . ., system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, T Truss designed for wind loads o in the plane of the truss only. M-3x6(S) 0 AP 3 c) 0 1 _ ea -/ o M-3x4 J, y y J- 0-10 6-00 13-10-15 (PROVIDE FULL BEARING;Jts•2 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0,2814 •\( N° of 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 parametem shown and is for an individual C,ry .rS 2$` E Truss: J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cholla to be laterally braced et ,/fir DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required where shown and/or drywall(BC). +"' the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ , 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992816 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 .-, \t u& design loads be applied to any component. and are for"dry condition"of use. d TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full baa ng al all supports shown.Shim or wedge if O 14, t�C fabrication,handling,shipment and installation of components, necessary. vS 7.Design assumes adequate drainage is provided. ty 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 R j"'4 IIIIIII II II VIII II II(III VIII VIII(III(IIITPINVTCA In BCS(,copies of which will be furnished upon requestlines coincide with joint center Anes. Digits 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 IIIIIIIIIIIiI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-7=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2-3=(-327) 162 3-4= 97 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(- 154) 70 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50' 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50' 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF 625) ICOND. 2: Design checked for nett-5 nsfl uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ O'-•10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" • " MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" ''i MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0,005" @ 17'• 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. Desin conforms to 12 system fmain wi m andcomponentcladdingrcriteria. 6.001/ Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads c, in the plane of the truss only. M-3x6(S) r) o rn coiiiii O nr 1 7 -/ O M-3x4 , ), 1, y 0-10 6-00 11-11-11 PR Ofiz c" JOB NAME : POLYGON PLAN 5-B NH - J9Scale: 0.3077 �Co GN S>/a_ WARNINGS: GENERAL NOTES,unless otherwise noted: "V 1.Builder and erection contractor shouts be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual !C�O w E ' and Warnings before construction commences. building component.Applicability of design parameters and proper r Truss: J 9 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bredng 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 , "" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,e "immo ° DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr SEQ. : 5992817 5.4.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 t* W fasteners are complete and at no time should any loads greater than Design assumes trusses ere to be used in a noncorrosive environment, A. design loads be applied to any component. and are for"dry condition"of use. L/' 'y z. 14 20 ..L. TRANS I D: 403334nece5.CompuTrus has no control over and assumes no responsibility for the e.Designssaessowes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. " F?RIO- 6. II,-,- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII VIII IIII IIII III) TPINVTCA In SCSI,copies of which will be furnished upon request. git coincide with jointcenter lines. 9.Digitsindicate ndtsize off 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 #11110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 9 42 BC: 2x4 KDDF k16BTR SPACED 24.0" 0.C. 2-3=(-287) 142 2-7=(0) 0 3-4=(-184) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. C,CN,C18,CN18 (or no prefix) = Campalrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF P(CIES625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9,2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -162/ 343V 0/ OH 1.50' 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(•5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 6 MAX IC PANEL LL DEFL = 0.031' @ 3'- 7,4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004' @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" NOTDES 12 ATTIME ES MOISTURE CONTENT DOES OF MANUFACTURE. 12 I Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), yV load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only, m 3 VA cm 0 o 1 rilIMIIIMIIMIIIMMIll M-3x4 J, ) 1, 0-10 6-00 9-11-11 (PROVIDE F B RIN"•Its ' 7 9 4 5 6 JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 c��`� �0INOF1 y`�s, WARNINGS: GENERAL NOTES,unless otherwise noted: r�) "j/(�-•T 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 ��` .. L 11 9 E Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper LLLL C 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: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). irq DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON t. SEQ. : 5992818 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, � ai, "1 4" Aff TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. .4 �5.CompuTrus hes no control over and assumes na responsibility for the 6.Design assumes NII beating at all supports shown.Shim or wedge If Q }- 14 2 hti fabrication,handling,shipment and installation of components. necessary. i}_ �S 6.This design is furnished subject to the imitations set forth 7.Plates assumes adequate onne dthi fac a is truss, 'f'I R 11A- 11111111111111111111E 1A- g 1 by 8.Plates shall be located both faces of truss,and placed so their center Ft I VIII(II II VIII III I VIII VIII VIII III(IIITPI/WTCA in BCSI,copies of which will be furnished up on request. lines coincide with joint center lines. v O 9.Digits indicate size of plate in inches. (MiTek) hh MiTek USA,Inc./CompuTrus Software 7.6.6(1 L E 10.For basic connector plate design values see ESR-1311,ESR-1988 EXPIRES:RES,1 C/31/201 TJ 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 42 2-6=10) 0 BC: 2x4 KDDF g16BTR SPACED 24.0" O.C. 2-3=(-246) 122 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -67) 31 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 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 osf) uplift at 24 'oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0,397" 5 MAX IC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.0017' 4 system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factorl,6, Truss designed for wind loads v in the plane of the truss only. 0 3 r co 0 o 16gign ►� M-3x4 .1 )' y 1' 0-10 6-00 7-11-11 PROVIDE FULL BEARING;_Jts:2 6 $4.5I JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0.3795 g�v,vc. GN 'gyp WARNINGS: GENERAL NOTES,unless otherwise noted: 4Cx // 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 o' .!.'12111. E 1-- Truss: Truss: J 7 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 responsiM6ty of the building designer. res' 3.Additional temporary bracing to Insure stolidity during construction 2.Design and11assumes the top and bottom chords to be laterally braced et 2'a.c, at 10'o.c.respectively unless braced throughout(halt le th by DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �' tt L fr 4.No load should be applied to any component until aner all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4"OREGON . ' SEQ. : 5992819 fasteners are complete and at no time should any b 5.ads greater than Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: 403334 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. 6.Design assumes full bearing et all supports shown.Shim or wedge if /o "4 14 i. - a �i necessary. E p?b V PR fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �`^PRIO- 6.This design is furnished subject la the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center upon urnished s IIIIII II II VIII VIII VIII VIII VIII IIIIIIIMTe USA,lnC./CompuT I/WTCA In BCSI,copies of u5 ich Softwarewill be17.6.6(1 L)E request, connector nwith joint center lines. late In Inches. oDigitscinsize°f a ectplate design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= •208) 105 TC LATERAL SUPPORT <= 12"OC. UON. 3.4=(.102) 46 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: C,CN,C18,CN18 or no prefixLL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 352V 45/ 198H 5.50" 0.56 KDDF ( 625) ( p ) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2° -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing,l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0' Allowed = 0.083" MAX TL CREEP DEFL = •0.001" @ 0'--10.0" Allowed = 0.111" 5 MAX TC PANEL LL DEFL = -0,030" @ 2'- 11.9" Allowed = 0.397° MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0,596" 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I/ NOT EXCEED 19%AT TIME OF MANUFACTURE. i( Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 v Truss designed for wind loads c, in the plane of the truss only. 0 co M IlL Si 1 6 r.=� -, M-3x4 I > 1, ,i, y 0-10 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,6.3.',5) JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 ��" ,�NOPE`�i WARNINGS: GENERAL NOTES,unless otherwise noted: (/I "r ''k 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual s- „9 `® [[-- _'. Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 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 ...Pe DES. ^ DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and.5 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). '", - 4WWW DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON Af� SEQ. : 5992820 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ih `�/ design loads be applied to any component. and are for"dry condition"of use. „�� TRANS I D: 403334 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 2, ty4 fabrication,handling, necessary. 41'. . „y S shipment and installation of components. 7.Design assumes adequate drainage is provided. C'P.R I y SJ 6.This design is furnished subject to the pMtationsset forth by 8.Plates shall be located on both faces of truss,and placed so their center »PRO- 6. ch will be upon lin s coinci int IIIIIIIVIII nil 1111111 Ili MTTpe SA nlnc./CompuTrus BCSI,copies of (Software 7 8.6(1 L)E request. 10.For basic ccde nectorwith joplate design values see ESR-1311,ESR-1988(MiTek) center Noes. 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 1E11011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF #18BTA SPACED 24.0" O.C. 2-3= 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50' 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50' 0.47 KDDF ( 625) M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) 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 asfl 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028' @ 3'- 4.9" Allowed = 0.397" 4 MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 0 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads jo in the plane of the truss only. U1 V) or- v Ali oA- 1 111.- 115 0 M-3x4 y y y y 0-10 6-00 3-11-11 (PROVIDE FULL BEARING'Jts'2 5.3.4 ?so JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4867 ��'� GINE /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4:1 �I 11y� 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 Ct. A p Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters end proper , 2.2x4 compression web bracing must be Installed where shown+• incorporation of component Is the responsibilty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom cholla to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by leA�► DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(bC). T DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �G� L- C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,./_ S E Q" : 5992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive L ..orrosive environment• 1 'k A TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. ''© "1✓ 14. 2� i 6.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus hes no control over and assumes no responsibility far the necessary. C�n fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. `' 1:1 Ft I1-L 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center ch will be furnished upon c IIIIII VIII VIII III I VIII VIII VIII(III(IIIMITTPe USA,lnC/CompuTrus iSoftware 7.6.6)1 L)E request. r ccde with joint center tines. late In inches. aFIiot size of aob connector plate design values see ESR-1311,ESR-1988(MiTek) EXRIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDFJCq=1,00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 42 2.5=(0) 0 2-3=(-126) 92 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 3-4=( -64) 25 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 10.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connect8,CN18 (or no prefix) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50° 0.11 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 poll 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 12 4 ---/ MAX TC PANEL LL DEFL = 0.047' @ 2'- 9.3" Allowed = 0.397° 6.00 MAX TC PANEL TL DEFL = -0,051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001' @ 5'- 11.2" ') MAX HORIZ, TL DEFL = -0.001" @ 7'- 10.9" 3 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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=1.6, -4- Truss designed for wind loads in the plane of the truss only. M O/- Of- 1 o 11102M5►� f M-3x4 y y y ; 0-10 6-00 IPROVIDE FULL BEARING;Jts:2,5.3,41 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 O_to PR0PE Scale: 0.5653 �C.. GINS /0 WARNINGS, GENERAL NOTES,unless otherwise noted: 40!T R J/ 'T 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 C9 17Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper ®W i 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �/ DES. BY: BS 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom cholla to be laterally braced et 9011111°�^aE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsib lity of the buildin desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /, , 9 9ner. 3.2x Impact bridging or lateral bracing required where shown++ 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. -n 4. 7 OREGON A.SEQ. : 5992822 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1h . TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ''"O '13' 14 Q'\ `�"' fabrication,handling,shipment and installation of components. necessary. V` 6.This design Is furnished subject to the limitations set forth 7•Design assumes adequate drainage is provided. 41E.R P111.\- I(I IIA VIII VIII IIIIIIIIIIIIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon quest 8 nes coincide with joint caates shall be located on n both lines of truss,and placed so their center ri MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.9.For basiits c connecticate size or f plate in Inches. late design values see ESR-1311,ESR-19e8(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-96) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = M>Tek MT series TO THE RLIMITED NOTEQUIREMENTSAOF IBCS20112 ANDLY IRCUE 2 12 NOT BEINGSPATIAL 'COND. 2: Design checked for net(-5 Osfl uplift at 24 "oc snacingi VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" • MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" 1' f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.0017" I CNTENT DOES 3 NOT EXCEED GN U119%ATES ITIME EOFOMANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. ') Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1,6, Truss designed for wind loads in the plane of the truss only. v 0 C,) CO of- v 12,1 -/ o� 1 4► 0 M-3x4 1' y 0-10 (PROVIDE FULL BEARING:Jts:2.4,31 6-00 Scale: 0.5843 `cj 4 GIN . by `�/0 JOB NAME: POLYGON PLAN 5-B NH - J3 to GENERAL NOTES,unless otherwise noted: 4L/ l -'too 0 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual C5 ,..!,62s. E Truss: J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper /JF/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. s+'' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chordsbraced to be laterally braced at po ry 9 ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall( C). _d'v' •' fx DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992823 fasteners are complete and at no time should any bads greater than 5.Dcsign assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. Lam© �� 14 r . 6.Design assumes full bearing at all supports shown.Shim or wedge If �p TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibilityent.for the necessary. 'F A`1 \,- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R n V 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 ch ished 111111111111111011111 MTekU SA,lnc.CA in ./I,copies of/CompuTrus(Softwill 7.6.6(1 L))-upon E request. U(For basic cdconnector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 111141 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) 42 2-4=(0) 0 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 49 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5,50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1,50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 WI uplift at 24 °oc spacing,.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" '( ' MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" 12 MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4' Allowed = 0.333" 6.0017' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 0 N C7 0„,- cp V PA 0� 1 4 M-3x4 y 1, y 0-10 (PROVIDE FULL BEARING:Jts:2,3,4) 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 � GIPN 6'6'r„s� WARNINGS: GENERAL NOTES,unless otherwise noted: "Y' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual '(t:(4 •C�®p E fit,"" Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper GG 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,r+ /�,J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by �� the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)shown and/or drywall(BC). �,.+ vq !> DATE: 7/11/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where ++ 10 �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - A�OREGON 7,� S E Q q4, '7 la k'C✓ TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. Q� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2 �`�' fabrication,handli necessary. Cd ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. a 'AtA I t-`,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII II II II II III I VIII VIII(III(III(IIITPI/WfCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-35) 40 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.( 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 = 0.001' @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" f 1' MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145' MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 L- MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 _ Wind: 140 mph, h=19.7ft, 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. o cn o/- vIlio -/ c, 1 1111.--"" 1PO 4 M-3x4 y y )- o-10 - 0-10 (PROVIDE FULL BEARING'Jts'2.3.4( 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1 es Scale: 0.7144 5G NTessr 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 C5C" !fg26 9c' and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: J 1incorporation of component is the responsibibty of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c,respectivelyunless braced throughout their length by f ' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wl (.t" co SEQ. : 5992825 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbitity of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.0esign assumes trusses ere to be used in a non-corrosive environment, L.. ukc�? design loads be applied to any component. and are tar"dry condition"of use. /0 '9,'' 14, O TRANS Y D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. R R 1 v.\ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIM(TCA in SCSI,copies of which will be furnished upon request. git dicawith joint in Inches.9.Digitsscoincideindicate size of tplate eto Inness. 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 11141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS =1 00 TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C TC: 2x4 KDDF #1&BTR q BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE 1.15 1- 2=1 0) 42 2- 8=1 -97) 190 8- 7=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 3- 4=(-224) 105 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 67 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = ors:CompuTrus, Inc 0'- 0.0" -29/ 351V -53/ 23111 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,(or = Mprek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111' MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0,254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.007" it 5'- 2.3" -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3' :' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 V system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, %i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l,6, Truss designed for wind loads 0 o in the plane of the truss only. r` CO M-4x6 MM-3x4 ��`� _ '. o RI ��m M-3x4 90 O N o "! M-3x4 M-1.5x4 CV 1 1- ), ), 2-03-12 2-10-08 0-09-12 1, ), ), y 0 1Oy 2-05-08 y 11-06-03 y 6-00 7-11-11 [PROVIDE FULL BEARING:Jts:2,9,4,5.6] JOB NAME : POLYGON PLAN 5-B NH - J7C 61 Scale: 0.3025 ,CoN s' WARNINGS: GENERAL NOTES,unless otherwise noted: (// . -7 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and Is for an Individual 'Ct.. .,{2®. E c° Truss: J7C C end Warnings before construction commences. building component.Applicability of design parameters end proper 77GGG 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responslbihty of the building designer. 3.Additional temporary bracing to insure stability during consfruction 2.Design assumes the top and bottom chords to be laterally braced at 4,,,,,,,,...„. DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheath punless braced l(TC)and/or dhout e1length rywallBC). " DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x!tripod bridging or lateral bracing required where shown++ ) d 4SEQ. : 5992826 .No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, �� -,,,f RE.G�1� to /, TRANS 5.CompuTrus has no control over end assumes no responsi TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �. Mlity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /^ -7.1, 14, ':2� +�.4 fabrication,handling,shipment and Installation of components. necessary. V 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Nnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �RI.N.. I IIIIII II II VIII IIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center Anes 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(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'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8. 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 4-3- 4=I-213 3) 771 3- 9=( 289) 171 LOADING 5- 5=(-155j 0 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 24.0" LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2; Design checked for net(-5 psi) uplift at 24 'oc smacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014° @ 2'- 3.8" Allowed = 0.339" 11-11 11 MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" T MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" f- -/ MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6,00 ;i `n Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 00 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, v Truss designed for wind loads u; :t o in the plane of the truss only. M-4x6 gilANIMMIIIMrs..._ M-3x4ao oditiN -/o oinD � M-3x4 9 0 N 6 M 1.5x4 , 0 M-3x4 * * J, * 2-03-12 2-10-08 0-09-12 * )' * * 0-101 2-05-08 y 9-06-03 * 6-00 5-11-11 !PROVIDE FULL BEARING;Jts:2,9.4,51 re JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 N. 4;5? GNE s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: SCt / AA"y�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' �4,w E end Warnings before construction commences. building component.Applicability of design parameters and proper 1-- Truss: J 6Cincorporation of component Is the rasponsibifdy of the building designer. j ' /''"r 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 by4/ DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,,0",,,,,, ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,f 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'p' ,/,,OREGON SEQ. : 5992827 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I- '7,Q� �Qrl� design loads be applied to any component. and are for"dry condition"of use. Cj 14. �, 6.Design assumes full bearing at all supports shown.Shim or wedge it {a, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. Cpf tf-� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 13 rt(t.-`'- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of which l be furnished upon joint center lines. IIIIII II II VIII VIII VIII VIII IIII IIII IIIIM Te SA,IDCIANTCA in JCompuTrus Software+7.6.6(1 L)-Eequest. coincide Ocnec of etrDigitsr plte design values see ESR-1311,ESR-1988(MITet0 EXPIRES:12/31/2015 111111 1011 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=( -69) 178 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-245) 43 6.8=(-114) 278 6.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3-8=(-289) 118 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector late prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 347V -37/ 166H 5.50" 0.55 KDDF 625 p D 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ONO. 2: Design checked for net(-5 psfl 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" T f MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" /- -i DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 1'( Design conforms to main windforce-resisting 6,00 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads -4- ,l o in the plane of the truss only. In .4- M-4x6 M-4x6 Oil co _ 8� M-3x4 M-1.5x4 -,o M-3x4 M-3x4 1, ,l ), ) 2-03-12 2-10-08 0-09-12 y ), y /' 0-10 k 2-05-08 7-96-03 y 6-00 3-11-11 [PROVIDE FULL BEARING:Jts:2,8,4.51 JOB NAME : POLYGON PLAN 5-B NH - J5CScale: 0.3783 ti�, OCa N s,09, ��g WARNINGS: GENERAL NOTES,unless otherwise noted: ',Sy 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 `Ct.. I,'.92$0 E r Truss: J5C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2■4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,r+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(IC)and/or drywall(50). " " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ct I� 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 S E Q cL.orrosive environment, /f. \l'' „tom TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. /5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, `„ fabrication,handling,shipment end installation of components. necessary. 4q 7.Design assumes adequate drainage Is provided. "�FiR l -�. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ill IIII 111 II IIIIIII III IIII(IIII IIII IIIITPINYTCA in BCS(,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./CompuTfu9 Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111IIII • 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) 42 2.7=) -84) 228 7.6.1 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-297) 65 6-8=(-138) 358 6.3=1 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153) 82 3-8v(-372) 143 LOADING 4-5=(-100) 0 TC LATERAL SUPPORT <a 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 10.0" 23.7" (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2; Design checked for net(-5 Dsfl 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 = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010° @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3° MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" /- 12 -/ 6.00 NOTIGN EXCEEDUMES 119N ATITIMEEOFONTENT MANUFACTTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0 COWind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, d o Truss designed for wind loads o in the plane of the truss only. 4 M-4x6 ......._.„„,..__ M-3x4 CO MN co o ..1111411m. MM-3x4 M-1.5x4 o 0 0 7 0 M-3x4 ,/ J, 1, 1, 2-03-12 2-10-08 0-09-12 J, J, 1, y 0-10 y 2-05-08 5-06-03 : y 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,B,4I Scale: 0.4268 .,C,- GIN�G N S✓0 JOB NAME : POLYGON PLAN 5-B NH - J4C WARNINGS: GENERAL NOTES,unless otherwise noted: 1 /� 1.Builder and erection contractor should be advised of WI General Notes 1.This design Is based only upon the parameters shown and is for an individual 'CC !f4 ®s E {-- Truss: J4C and Warnings before construction commences. building component Applicability of designeparameters and prroperg 1 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the buildingdesigner. ✓ 3.Additional temporary bracing to Insure stebiNty during construction 2.Design assumes the top end bottom chords to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�^ I DES. BY: BS Is the responsibility of the eraMor.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). o0' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i �'C�`� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. -57 OREGON ^*d SEQ. : 5992829 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. 1b h design loads be applied to any component. end are for"dry condition"of use. E '9 f•" 2-� s_ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 necessary. �+i� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. C}i RIO- 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII'IIII'IIII III I IIII'IIII(IIII IIII IIIITPI WTCA In BCSI,copies of which will be furnished upon request. Indicate coincidewith joint center lines. 9.Digits Indicatte size of platete in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII 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 LOADDURATION INCREASE = 1.15 1-2= 0) 42 2-6.(-135) 228 6-5- 0) 18 //M IR 2x4 KDDF TR SPACED 24.0' O.C. 2-3=( ( ) ( (-297) 65 5-7=(•218) 358 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=( -55) 41 3-7=(-372) 226 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0' -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50° 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -48/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) 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. ICON. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0,083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018' @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3' 5-11-11 T DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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, co 0 v- M-4x6 0 0 M � N M-3x4 c•.) iggIE,- II....--- "- co /- o,- o m' M-3x4 M-1.5x4 o 0 0 6 p M-3x4 1, y ), ), 2-03-12 2-10-08 0-09-12 ,k y y )- 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7.4I JOB NAME : POLYGON PLAN 5-B NH - J3C vid Scale: D.4902 ��R N°x[n�um WARNINGS: GENERAL NOTES,unless otherwise noted: 'T1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual I \ �. ®® Oar,. '. Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper tE 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: BS2'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 where end/or drywall(BC). .r4"sv, mmg 4� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ OREGON S �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. O E Q ld any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, b,/ br h, design loads be applied to any component. and are for"dry condition"of use. /© y..9 �'x TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /4, 2 h. fabrication,handling,shipment and Installation of components. necessary. ,ri T 7.Design assumes adequate drainage is provided. n �^' V 6.This design Is furnished subject to the Hp-Mations set forth by 8.Plates shall be located on both faces of truss,and placed so their center s I VIII'II II VIII III I VIII VIII'III'III'IIITPI/WTCA in BCSI,copies of which will be furnished upon request Welk USA,Inc./COfm uTrusSoftware+7.6.6(1L)-E lines coincide with joint lines. (M 9.Digits Indicate size of plate plate design in in inches. 10.For basic connector design values see ESR-1311,ESR-1988 'Tek) 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 q1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 42 2-6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3-)-188) 244 5.7=(-76) 191 5.3-1 1900) 488 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 9BV 0/ OH 5.50" 0.16 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 nett-5 oaf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128' 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" '( MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 D NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. /- -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 ) o Truss designed for wind loads in the plane of the truss only. o 0 e I• N M-3x4g� - o� m 7 WEMN v iriallEIMILII M-3 x 4 o M-1.5x4 /- o"-- 2► 6 141) 0 0 M-3x4 0 1, ), 1, y 2-03-12 2-10-08 0-09-12 1, /, 1, y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7I JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 ��'� G N O S WARNINGS: GENERAL NOTES,unless otherwise noted: O51 i v, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .'4 ,11 E r Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. yr" ++ 3.Additional temporary bracingto insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Po rYtY DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length bycontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,:,+''WON - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MI it y, 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON 41 SEQ. : 5992831 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, '5G 4 +t k design loads be applied to any component and ere for"dry condition"of use. /� �}'° 1 4 TRANS . 4 I D: 403334 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 1y 4 necessary. LL��t1--�� SJ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,x�n`L-1"- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I/WTCA in I,copies of ch will be urnished upon lines de with joint center nes. 11111111101111111111 MTe SA.lnc./CompuT us ISoftwaref+7.6.6(1 L)-Eequest. O 9. oits basicdco�nectore size of platete in inches. desigin values see ESR-1311,ESR-7988(MiTek) E1{PI RES:12/31/2015 11IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 t-2, Q ' BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.C. 2.3=(-68) 30 22 4-( 0) 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -3/ NOV 0/ OH 5.50" 0.10 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 3'- 11.7' -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) 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. 1COND, 2: Design checked for nett-5 psfl uplift at 24 "on spacinq.i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0,002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0,002" @ 1'- 0.1" Allowed = 0.067" 12 3MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES '1NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. o� v III0 o,- 1 2► 4► -/ M-3x4 ; y y y 0-10 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2.4.31 JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 ..CO� NS GINT, 4-) 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 {�� t12. t` Truss: ASJ 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y„r r,�rrar_ • DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown..i. 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. (�� SEQ. : 5 992832 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, pG b design loads be applied to any component and are far"dry condition"of use. �r .<St '� TRANS I D: 403334 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 t� 2� t� fabrication,handling,shipment and installation of components. necessary.Design ��. 7. latesassumes adequated dthiface isprovided.truss,a. 6.This design is furnished subject to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center ��""'� I IIIIII II II VIII IIII VIII IIII I III III IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines cdndde with joint center lines 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1996(MiTek) EXPIRES:12/31/2015 IIIIII1IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- ( ) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-45) 15 IC 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 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 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. �CONO. 2: Design checked for net(-5 penuplift at 24 "DC spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 V/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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=19.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o co cIii,/- o� 1 �� 4►Z� M-3x4 .1 1 1 - 0-10 2-00 (PROVIDE FULL BEARING:Jts:2,4.3( JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 `�� o WARNINGS: GENERAL NOTES,unless otherwise noted: ton PROP ZGI R ZI:NIF' '5) l i 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual i Truss: ASJ1 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. / ,,,r' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 DES. BY: BS 2'OA and at 10'o.c.respectively unless braced throughout their length by „ ` s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1C'' 4.No load should bee lied to anycomponent until after all bracingand 4.Installation of truss is the responsibility of the respective contractor. OREGON .y SEQ. : 5992833 fasteners are complete and at ntime should any loads greater tan 5.Design assumes trusses are tube used in a noncorrosive environment, �` A. design loads be applied to any component. and are for"drycondie bearing of use. L/ -1'j 14 n j TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design igrre assumes full bearing et all supports shown.Shim or wedge if o.-.k- necessary. fabrication,handling,shipment and Installation of components. ry A P P 7.Design assumes adequate drainage Is provided. �`+�P{`0- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINYiCA In SCSI,copies of which will be furnished upon request. sgit coincide with joint plcenterate nche. ' 9.Digitsin nicdtsize of 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