Loading...
Plans (92) 1 -2 1 -71 sA) TL- frz Z-oc-t.kir jec, . _ 26'-0" I41-0' I 1 2Z.0 J i RECEIVED MAR 10 2016 C3 • - ., CITY OF TIGARr) BUILDING DIV/SION ..-- 6:12 6:12 ,. ..— ... -. 1:0 C4 (4) co _ , k I . - .. rii, co .- — - 6:12 - - - . C2(10, In 1.._ .._ j 4.12 - , • co . _. ... . 743. ..... . 4 . , B3 (7) -• 16'-0" I ' h. F... \ .. \ , NS 4 B2 (5) _ . _ \ cv 1 27. 4 12 t1/4, „.. CO 1 CO I . I I1 26'-0" J CD Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON in 09/12/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ......., ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAVVINGS FOR ALL FURTHER jok lIl '1,, ..... . 7-B NH KD INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD to UM e RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING A 7-B NH / B-NH CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIORTO PRCONSTRFUCTION. & TR u s s A, 0.11"-1 All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. I](�1^ `uv■ I22' . 4U ' I 6:12 6:12 iC4 (4) o EO 8:12 C2(10) 43 ZV m B3 (7) 16'-0' F _ - F- ",11 /"_. g N NalreirAr C111 . \IF dr 2 °D ao W 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENT ONLY.REFER TO 09/12/14 NT TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL -• .. PROJECT TITLE REVISION-I: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING 7-B NH KD DESIGNER/ENGINEEROMATI .BUIL RECORD , RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNEWENGINEER OF RECORD TO T R U S COMPANY 7-B NH / B-NH CHECKED BY: REMEWANDAPPROVEOFALL DESIGNS PRIOR TO CONSTRUCTION. _.,. DELIVERY LOCATION: SCALE: REVISION-3: 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. IIII111 Hilii ' LUMBER SPECIFICATIONS TRUSS SPAN 16'• 6.5' 'COND. 2: Design checked for net(-5 9sf1 uplift at 24 'oc spacing.' , TC: 2x4 KDDF H169TR LOAD DURATION INCREASE = 1,15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N16BTR SPACED 24.0' O,C. NOT EXCEED 191'AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, ho21.2ft TCOL=4.2 BCDL=6.0 ASCE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc p 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-03-04 8-03-04 T 1' 1' 12 12 um-4x4 6,00 Q 6,00 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A ISI BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN , ,, RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL c BRACING TO THE HINGE TYPE CONNECTION, v ct4 m o4 o /-0 1 ra JO 0 0 M-3x4 M-3x4 J, y J, y 1-00 16-06-08 1-00 Aca,GN"..0 PROP. JOB NAME: POLYGON NW PLAN 7-B NH - Al w� �1 � NINac / 47 1-57 Scale: 0.4672 � WARNINGS: GENERAL NOTES,unless otherwise noted: •��PE r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual Truss: Al 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. L �� 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 (� the overall structure Is the responsibility of the buildingdesigner. 3.2x psheathingdor lateral g where show a+dryvran(BC). OREGON DATE: 9/12/2014 Pd ty 9 Impactbridging bracing required ��. y n° }4� 4.No load should be app5ed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. / '� SEQ. : 6059056 fasteners are complete and at no time should any loads greater than 5:Design assumes trusses are to be used Ina non-corrosive environment, Q 14 design loads be applied to any component and are for"dry condition"of use. M Q1` TRANS I D: 408071 5.CompuTrus has no control war and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If C} R`� fabrication,handling,shipment and installation of components. eessary. 7.Designeassumes adequate tinage is o provided. 6.This design is famished subject to the imitations set lona by 8.Plates shall be locatedonboth faces of truss,and placed so their center ch will be furnished upon lines coincide with int nter lines. 11111111111111111111 MTPI/WTCA In SCSI.copies of iiTe USA,Inc./CompuTrus lSoftware 7.6.6(1 L)-E request. 10.For basic connectoroplatedesign values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 9.Digits Indicate size of late In inches. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'• 6.5' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8= -378) 1540 3- 8=(-326)3309 SPACED 24,0' O,C. 2- 3=(.1751) 477 8- 6=(-431) 1540 8- 4=(-121 934 BC: 2x4 KDDF StANDA 3- 4=(-1351) 268 8- 5=(-326) 306 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-1351) 256 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(•1751) 502 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connectorlate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) C,CN,C18,CH18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' •125/ 809V -82/ 82H 5.50' 1.29 KDOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5' -125/ 809V 0/ OH 5.50' 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for nett-5 soft uplift at 24 'oc soacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0,100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.075' @ 8'- 3.2' Allowed = 0.781' MAX TL CREEP DEFL = -0.141' @ 8'- 3.2' Allowed = 1.042' MAX LL DEFL = 0.002' @ 17'- 6.5' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 17'- 6.5' Allowed = 0.133' 8-03-04 MAX HORIZ, LL DEFL = 0.059' @ 16'- 1.0' 8-03-04 T f MAX HORIZ, TL DEFL = 0.091' @ 16'- 1.0' 4-04-11 3-10-09 vr. 3-10-09 4-04-11 DESIGN ASSUMES MOISTURE CONTENT DOES T 1' NOT EXCEED 19%AT TIME OF MANUFACTURE. 1212 Design conforms to main windforce-resisting 6.00[7 M-4x6 .." 16.00 system and components and cladding criteria. 4.0'4 Wind: 1(All0 mHeights),2Enclosed,4Cat.2, Exp B,ASCE MWFRS(Dir), '- oad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 iiidgiggit M-1.5x3 c`', 3 14) c .`- 8 4 r- M-5x8 c M-3X4 M-3X4 m m c o v' o f- o)- 1 ' - 0 0' .... 13.00 3.00 1:=.- 12 12 J' y ). y .1 1-00 8-03-04 8-03-04 1-00 . )' 1, 1, 1-00 16-06-08 1-00 C(ce` 0 PR OFFS, JOB NAME: POLYGON NW PLAN 7-B NH - A2 Sgale: D.3206 �� I"fi &o GENERAL NOTES,unless otherwise noted: 44.44 •`�'��zll 2'9 WARNINGS: �' : SPE r- 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences, building component.Applicability of design parameters and proper / T r u s S: A2Incorporation of component Is the responsidity of the building designer. 2.2x4 compression web bracing must be stability where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabiity during construction2'o.c.and at 10'o.e.respectively unless braced throughout their lenng�th by "r� DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordrywan(BC). IIC�C" DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON W 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7L �� SEQ. : 6059057 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for-dry condition'of use. A. i0 �Y 14, 2� �� TRANS I D: 408071 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lug bearing at all supports shown.Shim or wedge If necessary. MF 0 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R R t Lk' 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center1 444444 II I VIII III I VIII VIII III 11 IIIITPWVTCA In SCSI,copies of which will famished upon request. Digit cdicawith joint centerinches B.tines indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC: 2x4 KDDF M168TR LOAD DURATION INCREASE = 1.15 1- 21 0) 50 2.10=(•251) 92 10- 31 -12) 169 BC: 2x4 KDDF 91&BTR SPACED 24.0' O.C. 2- 3= 69 347 10.11= •255 90 3-11= -470) 164 WEBS: 2x4 KDDF STAND 3- 4a(.146) 779 11. 12= •682) 251 4.11= -1145 248 LOADING4- 5=( -74) 220 12-13=( •48) 472 4-12=I -95) 806 TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -85) 246 13- 8=(•241) 848 5.12=( -361) 143 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-566) 90 12- 6=( -765) 194 TOTAL LOAD = 42.0 PSF 7. 8=(-980) 274 6.13=( 0) 450 OVERHANGS: 12.0' 12.0' 8- 91 0) 50 13- 7=( -346) 219 LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ConnectorCpla (or no prefix) = CompuTrus, Inc 0'- 0.0' -61/ 213V -135/ 135H 119.00' 0.34 KDDF ( 625) C,CN,C19,CNI8 (or n MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 5'- 1.0' -72/ 109V 0/ OH 119.00' 0.17 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0' -231/ 1605V 0/ OH 119.00' 2.57 KDDF ( 625) 26'- 0.0' -109/ 613V 0/ OH 5.50' 0.98 KDDF ( 625) Refer to CompuTrus standard gable end detail for complete ICOND. 2: Design checked for net1.5 osfl uplift at 24 'oc spacing.' specifications. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.036' @ 21'- 8.1' Allowed = 0.781' MAX TL CREEP DEFL = -0.065' @ 17'- 8.8' Allowed = 1.042' 13-00 13-00 MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.021' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.034' @ 25'- 6.5' IIM-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES M-3x5 NOT EXCEED 19k AT TIME OF MANUFACTURE. 12 M-1.5x4 54,4 M-3x5 /- 6.00 M-3x5 12 Design conforms to main windforce•resisting MM"3 M-1,5x4 46,00 system and components and cladding criteria. M-3x5 Wind: 140 mpht h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 M-3x4 (All Heights)),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), c Q,. Truss designed for wind loads 0 M-3X6 in the plane of the truss only. 3 M-1,5x3 M-2.5x4 or equal at non-structural diagonal inlets. (1) ,....444 Truss designed for 4x2 outlookers. 2x4 let-ins r. MI6 of the same size and grade as structural top 0 13 chord. Insure tight fit at each end of let-in. �, M-5x6 M 3x4 Outlookers must be cut with care and are 0 12 c permissible at inlet board areas only. c 1 B se M-3x8v 1c. M-1.5x3 it o M-3x4 M-5x10 - 3.00 3.00 c ..- 12 -12 12 9-11 3-01 4-08-12 8-03-04 1, y y 1, y J. 1-00 9-11 7-09-12 8-03-04 1-00 1, 1, y y 1-00 26-00 1-00 0.JOB NAME : POLYGON NW PLAN 7-B NH - B1 Scale: 0.2140 ��� 0IN)FF�6'61 WARNINGS: GENERAL NOTES,unless otherwise noted: �� (]�,eAr IP 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual 4' ^92.0P E r-- Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stebiity during construction 2.Design assumes the top and bottom chords to bo laterally braced at DES. BY: BS 2'o.c.and at 10'c.c.respectively unless braced throughout their length by +�" Is the responsibility of the erector.Additional permanent bracing ofsheathing ) `r/MP the overall structure is the responsibility of the bulMin designer. continuous bridging r such es plywood required where andlordrywea C. DATE: 9/12/2014 Po tY g o 3.2x Impact bridging or lateral bracing where shown++ Q 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 loadsSEQ. : 6059058fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L ,if 9,-C\b` A...4.,TRANS I D: 408071 design loads be applied to any component. and are for"dry condition*of use. 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 D 14P fabrication,handling,shipment end Installation of components. necessary. /yrs R`1-� 6.This design Is furnished subject to the Imitations set forth e.Plates assumes b el adequateatedon both drainage I ofs provided.and C I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 0 1 by Plates shall be located both faces of truss, placed so their center TPIANrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Woes. 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-1989(MOW() EXP I RES:12/31/2015 II'IIIIIIII'II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 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) 50 2-10=(-247) 1594 10- 3=( 0) 228 BC: 2x4 KDDF rel&BTR SPACED 24.0. 0.C. 2- 3=j-1886) 361 10.11=(-249; 1591 3-11=( -378 107 WEBS: 2x4 KDDF STAND 3- 4=(-1479) 359 11.12=(-171) 1308 4.11=( -85) 76 LOADING 4- 5=(-1343) 362 12-13=(-436) 2628 4-12=( -183) 151 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•1368) 346 13- 8=(•616) 2784 5.12=( -207)9953 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=((-2946 590 12- 6=(•1726 395 TOTAL LOAD = 42.0 PSF 7- 8=(-3145) 715 6.13=) -191) 1428 OVERHANGS: 12.0' 12.0' 8- 9=( 0) 50 13- 7=( -104) 165 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -179/ 1206V -134/ 134H 5.50' 1.93 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDOF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 soft uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ •1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.170' @ 17'- 8.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.335' @ 17'- 8.8' Allowed = 1.672' MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' 13-00 13-00 T f MAX HORIZ. LL DEFL = 0.098' @ 25'- 6.5'5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.162' @ 25'- 6.5' f f •1' f '1' 1' DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.0017' M-4x6 '" :16.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. f- 5 Wind: 140 mph, hn22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x4 load duration factor=l.6, a Truss designed for wind loads M 3x6 in the plane of the truss only, oo c M-3x4 M-1.5x3 3 SS rf 13 o co M 5x6 =M-4x4 o r 0 1z /`'If- c t - to M-3x10 o o M-3x4 M-1.5x3 M-5x10 C -v=33.00 3.00ta 12 12 1, y 1' 3' J, 3. 5-01 4-10 3-01 4-08-12 8-03-04 3, 3' b 3' ), J. 1-00 9-11 7-09-12 8-03-04 1-00 3' J. J. y 1-00 26-00 1-00 E0 PROFS JOB NAME : POLYGON NW PLAN 7-6 NH - 62 Scale: 0.2140 5,<:a• ��N� s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ^q a P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ✓/2 w and Warnings before construction commences. building component.Applicability of design parameters end proper 1"-- Truss: B2Incorporation of component Is the responsibility of the building designer. /� 2.2x4 compression web bracing must be ntablt instated where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stadiy during construction2'o.n,and et 10'o.c.respectively unless braced throughout their length;y `p. 'I.� DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endfordrywall aC. jr DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l OREGON� ��rC n 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - lx S E Q. : 6059059 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, -11, 2o. design loads be applied to any component. end are for"dry condition'of use. TRANS I D: 4080715.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes o n bearing at all supports shown.Shim or wedge If �� 1 4, -�tr fabrication,handling,shipment and installation of components. necessary. 1 0 P P 7.Design assumes adequate drainage Is provided. R R S L 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 111111 11111 IIII I I VIII IIID I III IIII IIII TPIANrCA in BCSI,copies of which vnll furnished upon request Ings coincide withjointof pate In Ines. 9.Digits indicate size of plate to inches. MiTekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'• 0.0' TC: 2x4 KDDF #138TH LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER -270( 4WA/DDF/Cq=1.00 BC: 2x4 KDDF #188TR SPACED 24.0' O.C. 21-- 2- 0) 50 8-2- 8=(•270 1528 3- 8=(-383 258 WEBS: 2x4 KDDF STAND 2- 3= -1813) 396 9=((-124 1001 8- 4=(-128 638 LOADING 3- 4= -1590) 399 9- 6=(-298) 1528 4- 9=(•128) 638 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(•1590) 399 9- 5=(•383) 258 BC LATERAL SUPPORT <= 12'OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 6- 6= •1813) 396 OVERHANGS: 12.0' 12.0' TOTAL LOAD = 42.0 PSF 7=) 0) 50 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION($) SPECIFIED BY IBC 2012. 0'- 0.0' -179/ 1206V -134/ 134H 5.50' 1.93 KDDF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'• 0.0' 179/ 1206V 0/ OH 5.50' 1.93 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 = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133' MAX LL DEFL = -0.063' @ 17'- 1.8' Allowed = 1.254' MAX TL CREEP OEFL = -0.127' @ 17'- 1.8' Allowed = 1.672' MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.026' @ 25'- 6.5' 13-00 13-00 MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5' 6-09-04 6-02-12 6_02_12 1' DESIGN ASSUMES MOISTURE CONTENT DOES T 6-09-04 f fNOT EXCEED 19%AT TIME OF MANUFACTURE. '� 12 12 T Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. ,- 4 4s Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, yC (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,b loadduration designedforwind dfo6loads in the plane of the truss only. c M 1.5x3 3 M-1.5x3 0 8 co O�t�'" co f- Ole 1 MM Allill1111168 M-3x4 M-3x4 M-3x4 M-3x4 + o M-3x5(5) y 8-10-03 y 8-03-11 y l / 8-10-03 10-00 y 16-00 y y 1-00 26-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - 63 ����� PRofiFs Scale: 0.2199 �cj �` ',Izl p_ < 2 WARNINGS: GENERAL NOTES,unless otherwise noted: /Jylry �i B3 oo 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ^92 0 s P E 1. r. Truss: B3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2t4 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 stebipty 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: 9/12/2014 the overall structure Is the responsibility of the building designer. continnFact uous sheathing such as plywood requiredshoewhere and/or drywal C). �o 4.No load should be applied to any component until after all bracing and 3.IInnstallation of truss N the ror esponsibility he espectiveecontractor. slCC SEQ. : 6059060 fasteners are complete and at no tlme should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, Y` OREGON TRANS I D: 408071 design loads be applied to any component. and are for dry condition'of use. L 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 r 1 4 2.0 i., {� fabrication,handling,shipment and Installation of components. necessary. f]� 8,This design Is furnished subject to the Imitations set forth 88..Designlates shall be assumes adequate one drainageh ces to runs,and MFrI R I�� eir center VIII'II II VIII VIII 11111 VIII 101 Oil IIII M Te $AnInC.6I,copies of which will be furnished upon/CompuT S Software 7.6.6(1 L)E request. 19.Diglineit lI dicatebasic tsiz e with roffnt pplae a inches. see sESR-X111,ESRaced so t1988(MITeW EXPIRES:12/31/2015 This design prepared from computer input by 11111111111 PACIFIC LUMBER-BC TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2=S 0) 50 2- 8= -251) 1275 8- 3= 0) 232 TC: 2x4 KDDF g15BTR; SPACED 24.0' O.C. 2- 3=1-1524 377 8- 9=( 253) 1272 3- 9=(-448) 135 2x6 KDDF g16BTR T2 3- 4= -1064) 360 9.10=(-262 1212 9- 4=( -87) 535 BC: 2x4 KDDF S1ANDR LOADING 4- 5= 0) 0 10-11=(-261) 1213 9- 6=(-391) 167 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1043) 332 6.10=( 0) 201 DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1450) 362 IC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -846) 181 BC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA NOTE: 2T4 OPACIOR AT E.SC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -187/ 1048V -97/ 102H 5.50' 1.68 KDDF ( 625) 21'- 6.5' -92/ 683V 0/ OH 53.50' 1.09 KDDF 625 ) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 26'- 0.0' -149/ 286V 0/ OH 53.50' 0.46 KDDF ( 625) OVERHANGS: 12.0' 0.0' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural 'COND. 2: Design checked for nett-5 osf) uplift at 24 'oc spacing.' vertical members (eon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' W,M20HS,W18HS,W16 = MiTek MT series gable end detail for complete MCREEP specifications. MAX TLDEFL= -0.083' @ 11'- 0.0' Allowed = 1.406' MAX HORIZ. LL DEFL = 0.020' @ 21'- 11.5' MAX HORIZ. TL DEFL = 0.034' @ 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 13-00 Design conforms to main windforce-resisting 13-00 - T system and components and cladding criteria. 5-11 5 01 2-00 3-01 9-11 ,Wind: 140 mph h=22.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10 ( =M-4x4+ 12 load Heighton,factoEnclrsed6'Cat.2, Exp.B, WWFRS(Dir), 12 5 r 6.00 7' M-4x6- o Q 6.00 Trn e depliagedof e nsloaodl y. I :'.. M-3x4 o M-3x4 + c ,3,, \r + f M-3x4 + M-3x4+ 0 0 a 1 8 g 4' 10 11© o c M-3x4 M-1.5x3 0.25" M-1.5x3 M-5x8(S) y y y y ), 1, 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 y y J., y 1-00 26-00 1-00 �,0D PR OFe- JOB NAME : POLYGON NW PLAN 7-B NH - 64 3pale: D.za36 �. � �1�l s/0iL-y WARNINGS: GENERAL NOTES,unless otherwise noted: o S/PE 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual Truss: B4 end Warnings before construction commences. building component.Applicability of design parameters and proper j/ 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 s�'_ po ry2'o.e.and at 10'0.0.respectively unless braced throughout their length by „.-armee.,DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/orheirle drywall(BC). A." DATE: 9/12/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ 7L O REG❑N�p TRANS I D: 408071 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. : 6059061 time fasteners are complete and at no should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environment, i0 '41), 1 4 N �4 design loads be applied to any component and are for-dry condition'of use. 6.Design assumes tell bearing at as supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R`� fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. P.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 will be upon ch urnished lines coincide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMire USA,InciCompuTrus INVTCA In SCSI,copies of whISoftW et7 6 6(1 L)-Z request. 10. late in Inches. Fo basic con ctoroplate design veins see ESR-1311,ESR-1998(MiTek) 9.Dits incate size EXPIRES:12/31/2015 IIIIIIIIIIIIIl This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' (COND. 2: Design checked for net(•5 p311 uplift at 24 'oc spacing.) TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE= 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 DF 68TR; SPACED 24.0' O.C, NOT EXCEED 19's AT TIME OF MANUFACTURE. 2x4 KDDF #16BTR B1 LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Connector plate prefix designators: Wind: 140 mph(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),h=15ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, i C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL= 25 PSF Ground Snow (Pg) load duration factor=l.6, M,M20HS,M18HS,M16 = MiTek MT series Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T 1' 12 12 TIM-4x4 Q 6.00 6.00 3 A— N— CO C 0 al CD ` 4 c CD o 1 MN Mil 0 1 o M-3x5(S) M-3x4 M-3x4 1, y /, 12-00 10-00 1, ) ). ). 1-00 22-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - Cl �'CC, PROFfiss Scale: 0.3691 \ GENERAL NOTES,unless otherwise noted: �� ���/zl i2 WARNINGS: =��PE �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: �i 1Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be statellad where shown+. 2.Design assumes the top and bottom chords to be laterally braced et 3.Additional temporary bracing to Insure stoWaty during nt bracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,0%/11..., DES. BY: BS Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��" DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. 11 <4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. I* SEQ. : 6059062 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, ,9 y OREGON design loads be applied to any component. and are for"dry condition'of use. Q 1 q �' TRANS I D: 4080715.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 i fx fabrication,handling, Decegsary. MFR R`t.� V np,shipment end Installation of components. 7, necessary. assumes adequate drainage is provided. 6.This design is furnished subject to the anitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111011111111111 TPlnrvrCA In BCSI,copies of which will furnished upon request. Digit colnddewith jointfaIn Ines. 9.Digits indicate size oplateeto Inness. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 001Tek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF 1115BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x4 HOOF k15BTR SPACED 24.0' O.C. 2. 3= -1504 335 8- 9=(-103)) 834 8- 4=(-111) 492 WEBS: 2x4 HOOF STAND 3- 4= -1318) 338 9- 6=(-253 1261 4- 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1504) 335 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9 LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF ( 625) M,M2OHS,M18HS,1116 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP i ICONO. 2: Design checked for nett-5 psfl uplift at 24 'oc soaci ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. D n9• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'- 5.8' Allowed = 1.406" MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' 11-00 11-00 MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 14 12 M-4x6 system and components and cladding criteria. 6.00 Q 6.00 4.0" Wind: 140 mph, h=15ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, F 4 w-( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), io load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 03M-1,5x3 M-1,5x3 0 3 0 Lis 0e's 0 os f o 1 r„ MM " r. v 8 9 0 0 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 C J, 1, y k 7-06-03 6-11-11 7-06-03 3- y y 10-00 12-00 3, y y y 1-00 22-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - C2 �` ��z)NF�ss,� Scale: 0.2566 � WARNINGS: GENERAL NOTES,unless otherwise noted: �� l 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC' 3� 90 P E �f Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure sladGty during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalbracing 2'o,c.and at 10'o.c.respectively unless braced throughout their length by ®® po ty permanent of continuous sheathingsuch as tB - / " aywg required whore vdrywaA C). DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ ' Ir 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6059063 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �,( • , 2 NI�A, design loads be applied to any component. and are tar"dry condition"of use. / �1/. Q. TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /4 t3. fabrication,handling,shipment and Installation of components. necessary. 4 'e n`��V`- 6.This design is furnished cubed to the Oscitations set forth 7.Design assumes adequate drainage is provided. ±l fl 1111111111111111113 A ) by 8.Plates shall be located on both faces of truss,end placed so their center TPINVECA in SCSI,copies of which will be furnished upon request lines coincide with Joint cantor Ines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by . PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICONS. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.) TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF q1&BTA SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF 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,C18,CN1B (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,B16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind soons 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 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 11-00 11-00 complete specifications. I' T 1' 12 12 IIM-4x4 6.00 d 6,00 3 ii C•3 0 0 ll 111 a, 0 ' 4 0 of 1 o 0 M-3x5(5) M-3x4 M-3x4 y y 12-00 10-00 y ), 3' 3. 1-00 22-00 1-00 JOB NAME : POLYGON NW PLAN 7-6 NH - C3 5'<(' PRa,�s WARNINGS: GENERAL NOTES,unless otherwise noted: SCele: 0.3675 \ ! ry/ l/�7,p, 1.Builder end erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown end is for en Individual - 4' ;92..PE t" and Warnings before construction commences. building component.Applicability of design parameters end proper2Truss: C3Incorporation of component Is the responsibility of the building designer. ., 3.Ad compression web bracing must be installed where shown+. �"� 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top end bottom chords to be lateral o braced et DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.e.respectively unless braced throughout their length by - po ty P continuous sheathing such as plywood sheathing(TC)and/or drywalkeC). �y (r DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON '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. 7 Z L A_ N1>` , SEQ. : 6059064 listeners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / -44, TRANS I D: 408071 design loads be applied to any component. 5. and are far"dry condition'of use. 6. Q 1.4 �. CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at eD supports shown.Shidge If m or wenecessary. '1MeR R l4� fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Gnitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111101111111111111 TPIn vrCA In SCSI,copies of which will furnished upon request. Digit c indicate withizjoint pate In inches.nch P9,Dlgltasiccatealxorplat design vola EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus uTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 IC: 2x4 KDDF#18BTR LOAD DURATION INCREASE = 1.15 1- 2- 0) 50 2- 8=(-224 1261 3- 8=(-311 220 BC: 2x4 KDDF#188TR SPACED 24.0' O.C. 2. 3=I-1504 335 - 9=(-103) 834 8- 4=(.111` 492 WEBS: 2x4 KDDF STAND 3- 4= -1318) 338 9- 6=(-253) 1261 4. 9=(-111) 492 LOADING 4- 5=(-1318) 338 9- 5=(-311) 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0' -119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 psfl uplift at 24 'oc s ecifie.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. P VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.043' @ 14'- 5.8' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'- 5.8' Allowed = 1.406' MAX LL DEFL = 0.002' @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 23'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5' MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' f 11-00 T 11-00 T DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T T 1` '( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 Q 6.00 Wind: 140 mphh=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -f-4' load duration factor=l.6, xx Truss designed for wind loads in the plane of the truss only. m M 1.5X3 M 1.5X3 0 0 u> (9 M 0 0 /- 041. rt g 0' � 8 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y y y 1- 7-06-03 6-11-11 7-06-03 ; J, y 12-00 10-00 ), y .1 1-00 22-00 1-00 ..,A.:?'~ sl,P R OFFS JOB NAME : POLYGON NW PLAN 7-B NH - C4 ���INfi so Scale: 0.2498 5 /Z YY �1- WARNINGS: GENERAL NOTES,unless otherwise noted: I'I' -v-7 1.Bulkier end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 'P E Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown 4.. Incorporation of component Is the responsibility of the building designer. • 3.Additional temporary bracing to insure sconstructionity duringconstruction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.AddlBonel permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40,50w* the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywan(t3C. DATE: 9/12/2014 P H 9 3.2x impact bridging or lateral bracing required where shown ) `"d Q 4.Na load should be applied to any component until after ail 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 Nan 5.Design assumes trusses are to be used in a non-corrosive environment, Y ZQ����� design loads be applied to any component. / TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.and are for"dry condition'of use.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 t. fabrication,handing,shipment and installation of components. necessary. provided.s iii,-1 n I�- 8.This design Is furnished subject to the irritations set forth by 87.Plates shall n assumes locategduonebo hl facesio,rs,and placed so their center Il lines III II VIII VIII III I III I VIII VIII IIII IIIIMfTe SA, ncI/WTCA In sI,copies of/CO npuTrus lch will be Softwarefurnished upon 7.6.6(1 L)E request. 10.For basic c connectoroplate design values see ESR-1311,ESR-1988(MITek) ncide with jint center Ines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=(•51) 28 1.4=(•35) 32 2-4=(•99) 81 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. (( )) WEBS: 2x4 KDDF STAND LOADING IC LATERAL SUPPORT <= 12.00. 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 SQ.IN. (SPECIES TOTAL LOAD = 42.0 PSF 1'• 0.0' -24/ 205V -18/ 43H 5.50' 0.31 KDDF ( 625 Connector plate prefix designators: 4'- 0.0' -18/ 131V 01 OH 5.50' 0.21 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL= 25 PSF Ground Snow (Pg) M,M2IHS,M18HS,M16 = MiTek MT series (COND. 2: Design checked for net1-5 osfl uplift at 24 'oc spacing.( LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ 0'- 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = •0,002' @ 0'- 0.0' Allowed = 0,133' foaggi 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' T MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' MAX HORIZ. LL DEFL = •0.000' @ 3'. 8.2' 12 MAX HORIZ. TL DEFL = -0.000' @ 3'- 8.2' 4.00G- 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=19.8ft, TCOL=4.2,BCDL=6.0, ASCE 7.10 M-1.5x3 3 (All eights),fEnclosed, Cat,2, Exp.B, MWFRS (Dl (AllHr), Truss designed for wind loads in the plane of the truss only. (11 r- 0 �Q�{�. 1 MI0W 5► ��4 M-3x8 M-3x6 M-1.5x3 b ). 3-00 J, y 4-00 ��00 PRop , JOB NAME : POLYGON NW PLAN 7-B NH - D1 619 Scale: 0.6324 �' O WARNINGS: GENERAL NOTES,unless otherwise noted: �� ii•-92 OOl /29 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC =9210 P E f end Warnings before construction commences, building component.Applicability of design parameters and proper / /// T r u s s: 1Incorporation of component Is the responsibility of the building designer. I"' 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top end bottom chords to be laterally braced at �� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le ih by `rear;.,- DES. BY: BS is the responsibility or the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/ordrywalilC). Q DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. 17_ OREGON�� SEQ. : 6059066 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ,L �� design loads be applied to any component. and are for"dry condition"of use. /O 4 1 4, TRANS I D: 408071 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 11 fabrication,handling,shipment and installation of components. necessary. `V/�R RI1..`' P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request, Digs coincide lictwith joint ate in Inches.p7.6.6(1L)-E a.Digits mdoaleectorpplateinln vale EXPIRES:12/31/2015 MITek USA,IDC./Com uTfu4 Software 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) IIII 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC LATERAL SUPPORT c= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0' -27/ 215V 0/ 27H 5.50' 0.32 KDDF 1 625) TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.06 KDDF 625 Connector plate prefix designators: 4'- 0.0' -36/ 84V 0/ OH 1.50' 0.13 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2oHS,M18HS,M16 = M>Tek MT series 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) JT 1: Heel to plate corner = 5.25' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004' @ 0'. 0.0' Allowed = 0.100' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003' @ 0'• 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.008' @ 2'- 5.6' Allowed = 0.183' MAX TC PANEL TL DEFL = -0.010' @ 2'- 7.0' Allowed = 0.274' MAX HORIZ. LL DEFL = -0.003' @ 3'- 11.2' 12 MAX HORIZ. TL DEFL = 0.003' @ 3'- 11.2' 4.00 G"- 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=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M-3x6 , ,n load duration factorEnclo dsCat.2, Exp,B, MWFRS(Dir), Truss designed for wind loads r in the plane of the truss only. c el) 100 ' o gI 8/- 4 3_. ..<1.- -! M-3x8 ), 3, 3-00 3. 3 4-00 'PROVIDE FULL BEARING:Jts:4.3.21 ��,co PROA-es JOB NAME: POLYGON NW PLAN 7-B NH - D2 �� 7INE tSi2 Scale: 0.9224 c.;`(... '���q WARNINGS: GENERAL NOTES,unless otherwise noted: .+�' / , 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 0 92 0 P E f Truss: D2 end Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bredng to Insure stabiGly during construction grA 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 ®, :'�' the overall structure is the responsibility of the building designer. continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). /" DATE: 9/12/2014 Po dY 9 9 3.2x Impact bridging or lateral bracing required where shown++ si Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON shouldSEQ. : 6059067 fasteners are complete end at no time any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 7G ilk �� design loads be applied to any component. and are for"dry condition'of use. 4 k TRANS I D: 408071 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 Ar 1 4, Z� i- fabrication,handling,shipment and installation of components. necessary. bI�� �_ 7.Design assumes adequate drainage is provided. ,!i rl 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located onnboth faces of truss,and placed so their center 1111111 II I)II I1 111 VIII 11th I Ill 1111 IIIITPI/WTCA In BCSI,copies of which will be furnished upon request lines9.Digit cndicat wsizeith jointf late in Inches. center lines. MiTek USA,Ina/CompuTrus Software 7.6.6(1L)-Ebasic connector pla 10.For te design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 1E141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' ICON. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) TC: 2x4 KODF k18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 8188TH SPACED 24.0' 0.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12.00. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF 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,C1B,CN18 (or no prefix) = CompuTrus, Inc All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirj, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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. 3 —,12 4.0017 0 0 0 M 2 In r) 0 1 �� 4 M-3x4 ), y y 1-00 8-02 % CEO PROAFS JOB NAME : POLYGON NW PLAN 7-B NH - El Scale: 0.6585 \�� INE 1ST WARNINGS: GENERAL NOTES,unless otherwise noted: �� rrrrn���� Ir�� C "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 0 P E Truss: E l 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 responsiblity of the building designer. 3.Additional temporary bracing to Insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY. BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s rp„ 41� Pa ty continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). „'"r 0 DATE: 9/12/2014 the overall structure Is the responsibiaty of the building designer. 3.2x Impact bridging or lateral bracing required where shown+« OREGON 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. b„4/ SEQ. : 6059068 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L* "`r 0\ ^- design loads be applied to any component, and are for'dry condition”of use. Q k 1 4 2 A"" TRANS I D: 408071 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 T- fabrication,handsnecessary. M + ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R R'L 6.This design is furnished subject to the initations set forth by 6.Plates shall be located on both faces of truss,and placed so their center l be furnished upon lines incide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe SA,lnc./CompuT 9lSoft IWare 7.6.8(1 L)E request. 0.For basic cc nectoroplate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 11111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 36 2-5=(-51) 67 3.5=(-255) 179 BC: 2x4 KDDF 91&BTR SPACED 24.0' O.C. 2-3=(-105 88 WEBS: 2x4 KDDF STAND 3.4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -68/ 479V •33/ 97H 5.50' 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 2.0' -39/ 335V 0/ OH 5.50' 0.54 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net1-5 nsf) uplift at 24 'oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.294' @ 4'- 1.7' Allowed = 0.484' 7-10-04 0-03-12 MAX TC PANEL TL DEFL = •0.393' @ 4'. 1.7' Allowed = 0.727' MAX HORIZ. LL DEFL = 0.001' @ 7'- 10.3' 12 MAX HORIZ. TL DEFL = 0.001' @ 7'- 10.3' 4.00 v DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 4 Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, IAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Load duration factor=l,6, Truss designed for wind loads o in the plane of the truss only. 0 0 r> u) >D o 0 1 20 111.---4111 M-3x4 M-1.5x3 J, i, y 7-10-04 0-03-12 J, 1, 1-00 8-02 v,EO PRO JOB NAME : POLYGON NW PLAN 7-B NH - E2t9s Scale: 0.5571 �j��00 INNS /O WARNINGS: GENERAL NOTES,unless otherwise noted: ��C /y� I^I//�� 9 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 ;92l O P E Truss: E2 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. /'1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'ac.respectively unless braced throughout their length by a�pr.� Is the responsibility of the erector.Additional permanent bredng ofnnQ� a!, DATE: 9/12/2014 responsibility tybuilding designer. 2x Impact sheathing such as plywoodes and/or drywaA(eC). /`:-e the overall structure is the res nsibili of the 3.2x Impact bridgingor lateral bracingrequired where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiny of the respective contractor. OREGON 1.0 �1 SEQ. : 6 059069 fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used Inc noncorrosive environment, i, design loads be applied to any component. and are for*dry condition"of use. _.�ih '�y y 4 ZQ -�•, TRANS I D: 408071 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if v ti., fabrication,handling, necessary. MFR RIO- 1O- shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 11 11111 11111 1111 111 11111 IIII IIIIMu ck USA CA nInC .SCSI, ICorIIpuTfus Software will 7.6.6(1 L)-E request. 10.For asic connectoro oplate design values see ESR-1311,ESR-1988(MITep Hnes coincide with jint center lines. 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 • 1111111111 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 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2e( 0) 36 2-5=(•33) 36 3-5=(-161) 127 BC: 2x4 KDDF @18BTR SPACED 24.0' O.C. 2-3=(-69) 49 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12.00. 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 BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0' -61/ 367V •20/ 63H 5.50' 0.59 KDDF625 LL = 25 PSF Ground Snow (Pg) 5'• 3.0' -24/ 212V 0/ OH 5.50' 0.34 KOOF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for nett-5 gsft 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 = 0.002' @ -1'• 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' 4-11-04 0-03-12 MAX TC PANEL LL DEFL = 0.038' @ 2'- 10.1' Allowed = 0.279' f ,. I MAX TC PANEL TL DEFL = -0.043' @ 2'- 8.1' Allowed = 0.419' 12 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.2' 4.001 " MAX HORIZ. TL DEFL = 0.000' @ 4'- 11.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 111r4LII Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), OE load duration factor=l.6, if Truss designed for wind loads in the plane of the truss only. to0 0 N II o� 1 Ail 0 2�� ►15 -, M-3x4 M-1.5x3 y y 4-11-04 0-03-12 y y y 1-00 5-03 PR JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: 0.6126 5" (51 -\7y�`(-702//717 WARNINGS: WARNINGS: GENERAL NOTES,unless otherwise noted: w - 92 sn r r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual CC' 192 V P E �r Truss: E3 and Warnings before construction commences, building component.Applicability of design parameters and proper ,/'/� 2.2s4 compression web bredng must be Installed where shown t. incorporation of component Is the reoponalbiGry 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 to of the erector.Additional permanent bracing of 2'0.0.end at 10'o.c.respectively unless braced throughout their length by `r ®' the overall structure Is the responsibility of buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal BC). / �'-` DATE: 9/12/2014 p ty g 3.z.Impact bridging or lateral bracing required where shown+. s/ CC 4.No load should be applied to any component until after an bracing and 4.Instellauon of tons Is the responsibility of the respective contractor. 7 OREGON to non-corrosiveSEQ. : 6059070fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a tiJ environment, L- \I, A. design loads be applied to any component, and are for'dry condition'of use. / q-y TRANS I D: 4080715.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,handling,shipment and Installation of components. necessary. MFS R`���P 6.This design Is furnished subject to the Irritations set forth 7.PlatesPassumes coed onne drainage Is f rsa. -r' IIIIII IIII VIII VIII VIII VIII III)IIII IIII B 1 by 8.tines shallbe withn both center feess of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lifted coincide joint tines. 9.Digits indicate size of plate In inches. MITek USA,Inc./compurrus Software 7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(1lTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 3.0' ICOND, 2: Design checked for net(-5 nsf) uolift at 24 'oc soacing.I TC: 2x4 KDDF R1&BTA LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. NOT EXCEED 1996 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF 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,C18,CN18 (or no prefix) =CompuTrus, Inc (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-M•1x2 end truss on continuous bearing lsUON. x2 or equal typical at stud verticals.. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 0' a o 0 N C3 0 0 1 I/ % --/ 4 M-3x4 • y ), y 1-00 5-03 ��,0 PROFe JOB NAME : POLYGON NW PLAN 7-B NH - E4 5 INS Scale: 0.7737 1 WARNINGS: GENERAL NOTES,unless otherwise noted: � L. I ZI 2"� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1: =92 0 O P E rbuilding component.Applicability of design parameters end proper Truss: E4 and Warnings before construction commences. 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 end 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 sheat ing(rC)and/or drywaa(BC). Q DATE: 9/12/2014 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 ever all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7, OREGON b �(/' SEQ. : 6059071 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment. L �.4 Q� r design loads be applied to any component. and are for'dry condition'of use. _: y 2 TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 8.Desig �n assumes lull bearing at all supports shown.Shim or wedge if Q 1 4 P necessary. '1/ ' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. `R R L`^ 8. 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 1111111111111 1111111 1VIII(IIII IIII(III TPIANTCA In SCSI,copies of which will be furnished upon request. Digit coincidectwith joint ate In nche. 9.lines Indicate size of plate to inches. MiTekVSA,InC./CompuTrus Software 7.6.6(1 L)-E lx.For basic connector plate design values see ESR-1311,EBR-1988(MITek) EXPIRES:12/31/2015