Loading...
Plans (65) ♦,. V C , I D 1 1 L O 6 .t I 't" E 1_ _ _ ,n to N m O co Z i o 2 , Z ' 3 = I ' 2. _ 1 As `o 61'-3" o 8'-2' I 46'-1 1/2' 6'-11 1/2" 0 - a 1 H ♦ X14)♦ 3.114)0 D Co— Co - i a NwN ° (-R....,1' E2 (4) o = Q< 't b 0 414QM• f / / • 1 / ID n o C T T A • ♦ 1 • 1 ♦ 1 / 1.13 4 11 A ZZZ T -44, x = 5 5 = : 0 ; co4 doh 0�6 ��^ o �. �/ c . N v N cr Jo 'tel ._.. -- ru A �21 <Q414 .1E614 11. ry o 2:1 \ '47; r c 4(049) a (Iot.'b 4b41t 2 in Bill 5-3" 1 271-71/2" IZ-11"I 181 8'1t1�2" 1):: tH I 61'-3" CONFORMS TO DESIGN CCNCEPT ®❑X CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITHG CO CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN i■�� n REVISIONS NOTED ❑ NON-CONFORMING-REVISE AND RESUBMIT M El NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n 3 O WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 3 r� PHIS SHOP DRAWING HAS BEEN REVIEWED FOR GENF.RAI.CONFORMANCE V < A WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR!VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE --71 !!JJ FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY .p a ��.-1 jr� aRAWINCS,SPECIFICATIONS,AND APPLICAHI.e CODER,AJ.I.OF WHICH HAVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. a ^ t..! w I PRIORITY OVER THIS SHOP DRAWING. oN By Alexia Fukui Date 11/20/14 By: Todd R, Eatoq Date: November 20, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC m c V V 0� ; a AW W� Ag- g 2 I G) j tr., O mz W p Z Z a = a M 81V-3" Jo y 5'3" I 2T-7112' Ir-11 .1 18'-8' I 8'-111 /2" ohm B g n A J► ill \ \ \ N � (21 0 1 1\\ , , DIii m m rn m tr '1 , O \4\ Eli . , . W N INmo] N N p } a fOn¢ § 4 , A 6 g Oeagy la gi 0 010 \ 7 1 : : I : : : ! ! ' 9 ri R. Rg-14IIM E2 4( )cr ca, O r OP N. c cr ..., 8'-2• i 48'-11/2" 1 6'-111/2' Pa C 1 L 81'-3" y CONFORMS TO DESIGN CONCEPT w N pX CONFORMS TO DESIGN CONCEPT ❑ CONFORMS TO DESIGN CONCEPT WITH ® CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN ❑ REVISIONS NOTED 1 0 NON-CONFORMING-REVISE&RESUBMIT ❑ NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE FABRICATOR/VENDOR.r, 3 OF RESPONSIBILITY FOR CONFORMANCE WITH THE a WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE B FASRICATORNENDOR OF RESPONSIBIUTY FOR CONFORMANCE WITH DESIGN e DRAWINGS.SPECIFICATIONS,AND APPLICABLE CODES.ALL OF WHICH HAVE: DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY OVER THIS SHOP DRAWING. By Alexia Fukuf Date 11/20/14 rf/A2 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. �< w zCD n MILBRANDT ARCHITECTS By: Todd R, Eaton Date: November 20, 2014 -cam 1 CT ENGINEERING INC 4 .t J. J L 1 MiTek USA, Inc. / 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 TPIANTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: t_ 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)andlor 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). ;4 7'i i 3 r 4,0. te N t, *Ilk 1Dr ` iSTE�ss d A;J Cl1xkrar i0/� 14,> fi - EXPIRES 6l30r)S III I III IIII LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5' (GOND. 2: Design checked for net(-5 spf) uplift at 24 "on s eco ina.l TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF H16BTR SPACED 24.0' O.C. NOT EXCEED 194 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0 ASCE 7-10 C,CN C18,CN18 (or no prefix = CompuTrus, Inc H �, MWFAS Dir M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp. ( ), load duration factor=l,tti 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. 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. 8-03-04 8-03-04 12 12 6.00 1 .. HM-4x4 Q 6.00 s 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A 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 M DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAIN ' • ,ci RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL o BRACING TO THE HINGE TYPE CONNECTION. v co 4`` co o 1 //////////////////////////////////////////////////////////////i////////////////i//////////////////////////////i///////////////Alli o 0 0 M-3x4 M-3x4 l y y y 1-00 16-06-08 1-00 S��P ,0�OP R OFFS, )N 10 JOB NAME: POLYGON NW PLAN 7-6 NH - Al c Scale: 0.4672 � 1, /T` '�sr WARNINGS: , GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of ea General Notes 1.This design is based only upon the parameters shown and Is for an Individual / 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 responsibility of the building designer. �il1 3.Additional temporary bracing to Insure stability during consirvctlon 2.Design assumes the top and bosom 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' y OREGON. (0. DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ L "V Y �b e` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. //1 '� V Co t..11.- S E Q. : 6059056 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, © 14 design loads be applied to any component and are for"dry condition"of use. �n t�` TRANS I D: 408071 5.CompuTnru has no control over end assumes no responsibility for the 6.Design assumes Ng bearing at all supports shown.Shim or wedge if C 1 fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I illll II I III IIS VIII I III IIII IIII TPI WfCA In BCSI,copies olwhich will be famished upon request. lines coincide with Joint center Ines. EXPIRES,12/31/015 8.Digits Indicate size of platin Inches. - MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design valves see ESR-1311,ESR-1950(MiTek) 11111111111 s This PACIFICSLUMBprepared from computer input by r'r al ., LUMBER SPECIFICATIONS TRUSS SPAN 16'- 8.5' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1,00 WEBS:IC: 2x4 KDDF 1118BTR RATION 1- 1540 -326) 309 : 2x4 KDDF STANDR LOAD DU SPACED INCREASE24,0' 0.C.i 15 2. 3=I.17511I 447777 8- 6=I•431) 1540 8- 43- =(-121 934 LOADING 4- 5= -1351) 256 TC LATERAL SUPPORT <= 12'OC. 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 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' -125/ 809V -82/ 82H 5.50' 1.29 KDDF 625) M,U20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 6.5' -125/ 809V 0/ OH 5.50' 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND. 2' Design checked for nett-5 sp fl uplift at 24 'oc s acn ino•1 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' @ B'- 3.2' Allowed a 0.781' MAX TL CREEP DEFL = -0.141' @ B'- 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 8-03-04 MAX HORIZ. LL DEFL = 0.059' @ 16'- 1.0' T T f MAX HORIZ. TL DEFL = 0.091' @ 16'- 1.0' 4-04-11 3-10-09 3-10-09 4-04-11 DESIGN ASSUMES MOISTURE CONTENT DOES T I '1 1' f NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-4x6 12 Design conforms to main windforce-resisting 6.00 D 4 6.00 system end components and cladding criteria, 4.0" Wind: 140 mphh=21.2ft, TCDL=4.2,BCDL=6.0 ASCE 7-10 4 (All Heights), Enclosed, Cet,2, Exp.B, MWFRS(Dir), t load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 up tie 4- 7 I.-- M-5x8 M-3x4 M-3x4 0 c� 0 • �.`- o 1 7 -1'o 0 0 -••• =1 3.00 3.001. 12 12 y ,i ), y )- 1-00 8-03-04 8-03-04 1-00 .1, ), , ). 1-00 16-06-08 1-00 • JOB NAME : POLYGON NW PLAN 7-B NH - A2 �,"\('P�O(((''',,,PNfiFssi Scale: 0.3208 �,\ (��'71�/I�A 0� WARNINGS: GENERAL NOTES,unless otherwise noted: I /7, 1.-- !, $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 92PE Truss: A2 end Warnings before constrocton commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. ,/� -"0:>'. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced et DES. BY: BS Is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by `,- �� po ty permanent bradngof continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). -4 " DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bradng required where shown•+ Q 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. 7 4 OREGON 44/ loadsSEQ. : 6059057fasteners are complete end at no time should any greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L 'tJ 1 a design loads be applied to any component. and are for-dry condition'of use. /O '14' 1 4 20 A- TRAN S I D: 408071 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If • eP fabrication,handling,shipment end installation of components. 7.Design necesssumer adequate drainage is provided. ��R R�L S.This design Is furnished subject to the Indtations set forth by 8.Plates shall be located on both faces of tons,end placed so their center 11111111111111111111111111M10.TPIANTCA In SCSI,copies of which wig be famished upon request. pose colndde with jolnl center arses. 8.Digits Indicate size of plate in inches. MITek USA,Inc.FCompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 50 2-10=1-251 92 10- 3= -12 189 BC: 2x4 KDOF H16BTR SPACED 24.0' O.C. 2- 3= 69 347 10.11= •255 90 3.11= -470 164 WEBS: 2x4 COOP STAND 3- 4= •146 779 11.12= -682 251 4.11= •1145 248 LOADING 4- 5= -74) 220 12.13= -48 472 4-12= -95 808 TC LATERAL SUPPORT <= 12'0C. UON. 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'OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 7= •566 90 12. 8= -765 194 TOTAL LOAD = 42.0 PSF 7- 8= -980 274 6.13= 0 450 OVERHANGS: 12.0' 12.0' 8- 9= 0 50 . 13. 7= -346 219 LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural vertical members (son). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES Connector plate prefix designators: 0'- 0.0' -81/ 213V -135/ 135H 119.00' 0.34 KOOF 625 C,CN,C18,CN18 (or no prefix) . CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 1.0' -72/ 109V 0/ OH 119.00' 0.17 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0' -231/ 1605V 0/ OH 119.00' 2.57 KDDF 625 28'- 0.0' -109/ 813V 0/ OH 5.50' 0.98 KDDF 625 Refer to CompuTrus standard gable end detail for Complete ICOND 2 Design checked for nett-5 oaf) uplift at 24 'os spacing.) specifications. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX IL CREEP DEFL = -0.003' @ •1'. 0.0' Allowed = 0.133' MAX LL DEFL = -0.038' @ 21'• 8.1' Allowed = 0.781' MAX TL CREEP DEFL = -0.085' @ 17'- 6.5' Allowed = 1,042' 13-00 13-00 MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' T T MAX TL CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' 5-02-12 4.08-04 3-01 4-07 4-00-05 4-04-11 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-3x5NOT EXCEED 19s AT TIME OF MANUFACTURE. 12M-1.5x4 5 4e ,r�M -3)(5 /- 6.00(7' 12 Design conforms to main windforce•resiating M"3X5 .0.-` M-1.5X4 Q 6.00 system and components and cladding criteria. M-3x4 • M-3x5 Wind: 140 mph h=22.4it, TCDL=4.2,BCDL=6.0, ASCE 7-10 e M-3x4 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load Trussduration designedfforowinde �� loads o in the plane of the truss only. o M-3x6 3 M-1.5x3 M-2,5x4 or equal at non-structural diagonal inlets. c Truss designed for 4xa2 outlookers. 204 let-insp of�� �3 chord. Insure same itight ze dfitaat each de as tend tofaletl -in. o M-3x4 Outlookers must be cut with care and are c� �'� M-5x6 c permissible at inlet board areae only. c 12 /-'- ' 1 tr±e M-3x8 - o O M-1105x3 11 C M•3x4 M-5x10 ..3.00 3.00 c,- 12 12 12 y ), y ), J, 9-11 3-01 4-08-12 8-03-04 J. J, J. l J• J. 1-00 9-11 7-09-12 8-03-04 1-00 J• ), J, 1-00 26-00 1-00 ��PED P R OFeS1S JOB NAME : POLYGON NW PLAN 7-B NH - Bi Scale: 0.2140 `5 r1 I /o WARNINGS: GENERAL NOTES,unless otherwise noted: �� ,�92 s s �� B1 1.Builder and erection contractor should be advised of 80 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual :Q =92 0 0 P E • Truss: B 1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility o1 the building designer. J �I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced a `.:0® DES. BY: BS Is the responsibility of the erector.Additional permanent bred of 2'o.c.end at 10'o.c.reapedhely unless braced throughout their length b/ Po ty Pe n9 continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ., e1 DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+* O R EGON Q SEQ 4.No load should be tippled to any component until after ell bradng end 4.Installation of truss Is the responsibility of the respective contractor. '�L_ A-, ., fib, � SE Q. : 6059058 fasteners ere complete and at no lime should any bads greater than 5.Design assumes busses ere to be used In a noncorrosive environment, • _ 0 design loads be applied to any component. end ere for"dry condWan"of use. ,O, 14 4 2. t.4 TRANS I D: 408071 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Ng bearing at all supports shown.Shim or wedge If • Ad �`- fabricaton,handing,shipment and Installation of components. ne sign es. •/�h t3I��, 7.Design assumes adequate drainage le provided. rl rl 8.This design Is furnished subject to the Imitations set forth by e.Plates shall be located on both feces of trues,and placed so their center .. III 1111 MII1111111.1111111 VIII Ih IIII IIII it IIIII TPINYTCA In BC61,copies of which will be furnished upon request. 9.Digitslines cindicate sizejoft plate InrInches. 10.ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1968(MITelO L EXPI R E5:12/311'2015 ' we . _ 1111IIIIII1 r: '- ThiIFICis esignBprepared from computer input byJ re • LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR!DDF/Cq=1.00 IC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 50 2.10=)-2471 1594 10- 3= 0) 228 BC: 2x4 KDDF 8180TR SPACED 24.0' 0.C. 2- 3= -1886 361 10.11= -249)) 1591 3.11=) -378 107 WES: 2x4 KDOF STAND 3. 4= •1479 359 11.12= -171 1308 4.11=( -85) 76 LOADING 4- 5= -1343 362 12-13. -436) 2828 4.12=( -183 151 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)4DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -1368 346 13- B=(•818) 2784 5-12= -207 953 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8. 7= -2948 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 (Pp) Connector plate prefix designators: C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,M18HS,M18 = 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 KDDF ) 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 set) umlift et 24 'oc s acp Ing.) 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' T 13-00 T 13-00 T MAX HORIZ. LL DEFL = 0.098' @ 25'• 8.5' 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HORIZ. TL DEFL = 0.182' @ 25'• 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.0017 M-4x6 Z 6.00 Design conforms to main windfarce•resisting 5 4�a system and components and cladding criteria. Wind: 140 mphh=22.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 M 3x4 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 4 load duration factor=l.8, M-3x6 Truss designed for wind loads in the plane of the truss only. co o o M 3x4 3 M-1.5x3 (Jr, m. AO 00011111111111111.11111:1“ 3 o, M-5x6 =M-4x4 0, ' 0 f-T,= c. 1 6 M-3x10 i • v 10 1 c c, M-3x4 M-1.5x3 M-5x10 0 .-3.00 3.00 i= - 12 -12 12 y y 3' 3' b 3, 5-01 4-10 3-01 4-08-12 8-03-04 3, ), ), ), J, ). 1-00 9-11 7-09-12 8-03-04 1-00 3, 3' J, i' 1-00 26-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - B2 -`<, D PN���ssi Scale: 0.2140 C�5 ���i2/ °'k 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 on Individual9 j S P E Truss: B2 end Warnings before construction commences. building component.Applcadpty of design parameters and proper 2.2s4 compression web bradng must be Installed where shown+. Incorporation of component is the responslbllty of the building designer. 3.Additional temporary bracing to Insure Mobility during construction 2.Design assumes the top end bottom chords to be laterally braced al • DES. BY: BS Is the responsibility of the erector.Additional permanent bradng of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by /,pr : �� continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+= Cr SEQ 4.No load should be rippled to any component until after all bradng end 4.installation of truss Is the responsibility of the respective contractor. OREGON /' S E Q bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �h. 1j 2 Na,-/.. TRANST design loads be applied to any component. and are for'dry condition'of use. /O 'IY ,)4 Q A I 408071 5.CompuTrus has no control over and esaumee no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it Q`. fabrication,handling,shipment end installation of components. necessary. /1,'^R R`1 V 7.Design assumes adequate drainage is provided. r Il 1- 8.This design Is furnished subject to the Irritations set forth by IL Plates shall be located on both faces of truss,and placed so their center 11111111111111111111110.TPIANTCA In BCSI•copies of which will be furnished upon request. Anes cowith Joint center Anes. 6.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF 6168TR LOAD DURATION INCREASE = 1.15 1- 2e 0) 50 2- 8e(.270I 1528 3- 8o1-383) 258 BC: 2x4 KDDF 616BTR .SPACED 24.0' 0.C. 2- 3= -1813 396 8- 9= -124 1001 B- 4= -128 638 WEBS: 2x4 KODF STAND 3- 4= -1590 399 9- 8= -298 1528 4- 9= -128 638 LOADING 4- 5= -1590)) 399 9- 5= -383` 258 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 8= -1813) 398 BC LATERAL SUPPORT <= 12'0C. UON. DLON 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 BAG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -179/ 1208V -134/ 134H 5.50' 1.93 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 28'- 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. )CORD. 2: Design checked for nett-5 oaf) uglift at 24 'oc a ucg ing.) 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 = -0.083' @ 17'- 1.8' Allowed = 1.254' MAX TL CREEP DEFL = -0.127' @ 17'- 1.8' Allowed = 1.672' MAX LL DEFL = 0.002' @ 27'- 0.0' Allowed = 0.100' MAX Ti CREEP DEFL = -0.003' @ 27'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.028' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.043' @ 25'- 8.5' 13-00 13-00 T f f DESIGN ASSUMES MOISTURE CONTENT DOES 6-09-04 6-02-12 6-02-12 6-09-04 NOT EXCEED 184 AT TIME OF MANUFACTURE. T 1' 1' T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 17 M-4x6 Q 6.00 Wind: 140 mphh=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di 4.0° r), /- 4 .,/,'' load duration factor=1.6 ;r Trues designed for wind loads in the plane of the truss only. co • M-1.5x3 M-1.5x3 0 3 0 Co c. M 0 0 /- 4 .4 M 0 8 9 0 0 M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) J. ' y J' 8-10-03 8-03-11 8-10-03 1, J• ,1 10-00 16-00 J. /. J. J. 1-00 26-00 1-00 cS<lG 0 PNF F94 /�'L Scale: 0.2199 JOB NAME : POLYGON NW PLAN 7-B NH - B3 Z WARNINGS: GENERAL NOTES,unless otherwise noted: =Ai^�i7L�3I" in' 17 1.Bulkier and erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . • 0.P.E • r Truss: 53 and Warnings before construction commences. • building component.AppOcabitty of design parameters and proper 2.2x4 compression web brsdng must be Installed where shown+. Incorporation of component le 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 2'o.c.end at 10'o.c.respectively unless braced throughout their length by s' � . DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof (a /" '�'. Po h continuous sheathing such as plywood sheathing(TC)and/or drywall C). eill DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2a impact bridging or lateral bracing required where shown++ Q' 4.No load should be applied to any component until seer all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�y OREGON t„ 4/" SEQ. : 6059060 fasteners ere complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, L- -+', I ONa A. design loads be applied to anycomponent. and ere for"dry condition'of use. -7!- 2 �"!^ g PPOB.Design assumes fun bearing at all supporta shown.Shim or wedge if `� 1'4' •d TRANS I D: 408071 5.CompuT us has no control over and assumes no responsibility for the necessary. PRO-.1 •` V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �'F R(:L 8.This design is furnished subject to the Irritations sat forth by B.Plates shall be located an both faces of truss,end placed so their center VIII I.11111110111 lllllII IIIIII 111 II I IIII TPIANTCA In SCSI,copies of which win be furnished upon request Ones cind sae with joint center Ines. ° IrLT 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:5. 12/S1/2015 1 .. is 1E111111 is • - ThiIFIesignBprepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF /18BTR; LOAD DURATION INCREASE = 1.15 1. 2=1 0 50 2- 8= -251 1275 8- 3=, 01 232 2x6 KDDF p18BTR T2 SPACED 24.0' O.C. 2- 3= -1524 377 8- 9= -253 1272 3- 9= -448 135 BC: 2x4 KDDF 1118BTR 3- 4= -1064 380 9.10= -262 1212 9- 4= -87 535 WEBS: 2x4 KDDF STAND LOADING 4- 5= 0) 0 10.11=(-261 1213 9- 6= -391) 167 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 8= -1043) 332 6-10= 0) 201 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.11= -1450) 362 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 13- 7= -846) 181 • LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT O'OC UON. FOR BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE S0.1N. (SPECIES 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/ 883V 0/ OH 53.50' 1.09 KDDF 625 OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0' -149/ 286V 0/ OH 53.50' 0.46 KDDF 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon), 10 '' '1 t' I' t' plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 C ConnectorB,CNIB (or no prefix) CompuTrus, Inc MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' C,CN,C1 ,CN18,(or n Mprek MT series Refer to CompuTrus standard MAX Ti CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' Mgable end detail for complete MAX LL DEFL = -0.041' @ 11'- 0,0' Allowed = 1.054' ' specifications. MAX TL CREEP DEFL = -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 194 AT TIME OF MANUFACTURE. 13-00 13-00 Design conforms to main windforce-resisting '( 'l' T system and components and cladding criteria. 5-11 5-01 2-00 3-01 9-11 1' i' 1 f f ,Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 f 12 5 M-4x4+ 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=itnrldu,8 6.00D M-4x6 ; 6,00 Trnuhedeplaigf ews lloda y. : M-3x4 a M-3x4 0 3 (0 M-3x4 0., I M-3x4+ co 0 f-- 4o 1 +l ' e g r 10 Z o 11 D M-3x4 M-1.5x3 0.25" M-1.5x3 0 M-5x8(S) .1, l l l l 5-09-04 5-02-12 5-02-12 5-03-12 4-05-08 l l l l 1-00 26-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - B4 ��'��D((((''''��,,PFFs�/ Scale: 0,2438 \� � ]I�/I f �2 WARNINGS: GENERAL NOTES,unless otherwise noted: (]r 7 Ir 1.Builder end erection contractor should be advised of all General Notes 1.lila design Is based only upon the parameters shown and Is for an IncdvldualCt. �92 4 o P E Truss: B4 end Warnings before construction commences. building component.Applicability of design parameters end proper • 2.2x4 compression web brsdng must he Installed where shown v. Incorpomaon of component le the responsibility of the building designer. 3.Additional temporary bredng to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at .� DES. BY: BS2'o.c.end at 10'o.c.respectively unless braced throughout their length by ` - .. • Is the responsibility of the erector.Additional permanent bracing ofn� ) continuousxImpact sheathing suchr as goe sured where sown drywe0 C. DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.zx Imppact bridging or lateral bracing required where shown+. � Q 4.No load should be applied to any component until after ell bredng end 4.Instaliatlon elbow;Is the responsibility of the respective contractor. 'OREGON SEQ. : 6059061 fasteners are complete end at no time should any beds greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment. -L'. �' '\� .,�(/ design loads be applied to any component and are for"dry condition"of use. �Q -7 fr'1 4 rLC 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 0S' fabrication,handling, necessary. c ng,shipment and installation of components. 7,Design assumes adequate drainage la provided. `R R I��' S.This design Is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center I III I II I II II III I II III I III III IIIITPIANTCA In BCSI,copies of which will be furnished upon request. Hoes cbindde with joint center Ines. S.Digits Indicate size of plate In inches. MJTek USA,Inc./CompuTrus Software 7.8.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-lass(MITe10 EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'• 0.0' IQDND 2 Design checked for net(-5 oaf) uplift at 24 'oc apecio .) TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 OF 418BTR; SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. 204 KDDF 418BTR B1 LOADINGDesign conforms to main windforce-resisting IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( '7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 1 TOTAL LOAD = 42.0 PSF Wind: 140 mph h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, Connector plate prefix designators: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CempuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M,M2OHS,MIBHS,MIB = MiTek MY series Trues 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 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrue gable end detail for complete specifications. 11-00 11-00 12 12 6.00 HM-4x4 6.00 N� 0 0 0 vi4 ch 0ibllIllho s c i M MN W o M-3x5(S) M-3x4 M-3x4 y ), y 12-00 10-00 - ,i y 1-00 22-00 1-00 • ��,P�p P RD Fes JOB NAME : POLYGON NW PLAN 7-B NH - Cl CLINE �� Scale: 0.3801 \ �, 1 /1 . WARNINGS: GENERAL NOTES,unless otherwise noted: L44 IZ!_ 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 en Individual Q' 92••P E f • Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �� 3.Additional temporary bradng to insure stability during construction 2.Design at lu the top and bosom chords to be laterally braced at , '� DES. BY: BS is the responsibility of the erector.Additional permanent brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,• Po ly Pe ng continuous sheathing eudr as plywood aheatNng(TC)and/or drywall(BC). •742 . Cr DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown•* QREGON SEQ. 4.No load should be applied to any component until after all bradng and 4.Installation of trues is the responsibility of the respective contractor. 7 4 S E Q. : 6059062 fasteners are complete and at no time should any bade greater than S.Design assumes trusses are to be used In a non-corroelve environment, Lam, �1i11 01 design loads be applied to anycomponent. end are for'dry condition'of use. _7 . "�" g no control8.Design assumes fun bearing at lig supports shown.Shim or wedge If O: 14 .�t�j, TRANS I D: 408071 5.CompuTrue hes over and assumes no responsibility for the necessary. ,p 1 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage le provided. `r�R_11,- 6.This design Is furnished subject to the Imitations set forth by 5.Plates shall be located on both faces of truss,end placed so their center III I Ell Ill I VIII I 11IIII III TPVIATCA in SCSI,copies of which will be furnished upon request Ines cdndde with Joint center Pose. ill 6.Digits indicate size of plate in inches. 10. MITek USA,InC.ICompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-lava(MITek) EXPIRES:12/31/.2015 IIII III lel - r This design prepared from computer input by PACIFIC LUMBER-BC ,a, LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDOF k18BTR LOAD DURATION INCREASE = 1,15 I. 2= 0) 50 2- 8=I-2241 1261 3- 8= -3111 220 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. 2- 3. -1504) 335 8- 9= •103 834 8- 4= -111 492 WEBS: 2x4 KDDF STAND 3- 4= -1318) 33B 9. 8= -253 1261 4- 9= -111) 492 LOADING 4. 5= •1318) 338 9- 5= -311 220 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L 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 (Pp) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SG.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,M2OHS,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 1,1 r,: •t I 0 AND 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 = -0.043' @ 14'- 5.8' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'- 5.8' Allowed = 1.408' 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'- 8.5' T ' f 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 1' 1' 1' Design conforms to main windforce-resisting 12 6.00 M-4x6 4 6 00 system and components and cladding criteria. 4.0° Wind: 140 mphh=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, f 4 ,f-,,, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6 uu Truss designed for wind loads in the plane of the truss only. C., M-1.5x3 M-1.5x3 0 3 0 u7 Allillillbe. c) o p , o 1 raw MM _ - ...... v 8 90 o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 y J, y y 7-06-03 6-11-11 7-06-03 y y 10-00 12-00 J, ) y ). 1-00 22-00 1-00 o. JOB NAME : POLYGON NW PLAN 7-B NH - C2 <e�ED PN�F�`'n Scale: 0.2566 \� ‘`/7//Z/P/7` �A_ WARNINGS: GENERAL NOTES,unless otherwise noted; <<.r � v� 1.Builder end erection contractor should be advised of e9 General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bredng must be installed where shown,.. Incorporation of component is the responsibility of the building designer. .".-411,,,,7, 3.Addltianal temporary bracing to insure stebilty during construction 2.Design assumes the top and bottom chords to be laterally braced et . DES. BY: BS 2'o.c.end at 10'o.c,respectively unless braced throughout their length by , 1 I�� • Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as (� ) `'��• pryesurewheres shown drywall C. DATE• 9/12/2014 the overall structure Is the responsibility of the building designer. 3,2z Impact bridging or lateral bracing required shown�* 4.No load should be applied to any component until after all bracing end 4,Installation of trues Is the responsibility of the respective contractor. 17 "'1OREGON. a �(,,' SEQ. : 6059063 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corroslve erwironment, L" >\ design loads be applied to any component. end are for'dry condition"of use. -/O X4, 14 ZO -� TRANS I D: 40 8071 5.CompuTrus has no control over and assumes no responsibility for the G.Design assumes NII bearing at e0 supports shown.Shim or wedge If fabrication,handling,shipment end installation of components. necosaery. i fri R`O` 0 7.Designlateshaltassumesb lloadcated drainage is bsa RIO-. S.This design Is furnished subject to the Irritations set forth by S.Plates shall be located on both laces o1 buss,end placed so their center • 1111 II III VIII III III IIII 1110111111110.TPIM7TCA in SCSI,copies of which will be furnished upon request. Ones coincide with Joint center Inco. S.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.8.6(1L)-E For basic connector plate design values see ESR-1311,EOR•1eBe(MITek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. 2: Design checked for net(-5 nof) uplift at 24 'oc s eco incl TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF A16BTR SPACED 24.0' D.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+01( '7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria, DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix desi nators: TOTAL LOAD = 42.0 PSF C,CN,C1B,CN18 (or no prefix = CompuTrus, Inc Wind: 140 mpp h h=15it TCD/=4.2,BCDL=8.0, ASCE 7-10, M,M2OHS,M1BHS,M16 = MiTek M series LL = 25 PSF Ground Snow P All Heights), Enclosed, Cat,2, Exp .B, MWFRS(Dir), ( g) load duration factor=l,6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Trues designed for wind loads REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON.1 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. 6.00 D HM-jX4 1 6.00 r 111 • co 0 0 to o 4 co ri$ __ a M-3x5(S) M-3x4 M-3x4 y y y 12-00 10-00 ,l ) J y 1-00 22-00 1-00 F,�O.PROz JOB NAME : POLYGON NW PLAN 7-B NH - C3 •5•\`` \\\((f,,,we ..n Scale: 0.3675 C` !G`7//Z//A (' WARNINGS: GENERAL NOTES,unless otherwise noted: - �� ,J 17' �r I�r� 1.Builder and erection contractor should be advised of en General Notes 1.This design Is based only upon the pararneterc shown and Is for an Individual �� /P E Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters end proper / .: 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility p1 the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'ac.and at 10'o.e.respectively unless braced throughout their length by s drill DES. BY: BSIs the responsibility of We erector.Additional permanent bracing of (e �r .- impact continuous sheathing such as plywood sured where s or drywall C). 70 M DATE• 9/12/2014 the waren structure Is the responsibility of the building designer. 3.2x Imppaect bridging or lateral bradng required where shown++ • `';"', 4.No load should be appled to any component until after an bracing and 4.Inaleaation of truss la the reeponelbinty of the respective contractor. ' -7 'OREGON 4/ SEQ. : 6 059064 fasteners ere complete and et no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Na�� design loads be applied to any component and are for"dry condition"of use. �0 �:� 1 4 ' ' P TRANS I D: 408071 5.CompuT us hes no control war end assumes no responsibility for the 5.Dnesign assumes Ne bearing at all supporta shown.Shim or wedge if /: 1 fabrication,handling,shipment and Installation of component. 7.Design assumes adequate drainage la provided. MSR R1,1-'- ft.This design Is famished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIiI I'I�IIII III I IN III I I III 1111 IIII TPI/WTCA In SCSI,codes of which will furnished upon request. Digit coincide with jointpate in Ines. Illlli lif 6.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1e88(MITe14 EXPIRES:1 2/31 7201 5 4 This design prepared from computer input by �I dill! PACIFIC LUMBER-BC o. LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 50 2- 8= -224 1261 3- 8= -311))))) 220 BC: 2x4 KDDF 618BTR SPACED 24.0' O.C. 2- 3. -1504) 335 . 9='-103) 634 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'OC. VON. 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 SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = Compu7rus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109/ 109H 5.50' 1.66 KDDF ( 825) M,M2OHS,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 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 = 0.002' @ -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' T 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+4 AT TIME OF MANUFACTURE. f 'f 1' '' f Design conforms to main windforce-resisting 12 12 system end 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 ,(-4f load duration factor=1.6 111Truss designed for wind loads in the plane of the truss only. o, M-1.5x3 M-1.5x3 0 0 v1 CO 03 0 0 o "ire B 9 R: p 0 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 y y 1, y 7-06-03 6-11-11 7-06-03 y y ), 12-00 10-00 y J, , , 1-00 22-00 1-00 JOB NAME : POLYGON NW PLAN 7-B NH - C4 ��'��D PN6��s�i Scale: 0.2498 �5 oy �� �Z/ WARNINGS: GENERAL NOTES,unless otherwise noted: �� "'9r I.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 9�'P E Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper .� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et r r�r. DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / 0,ws1^ Is the responsibility of the erector.Additional permanent bracing of (B ) -' the overall structure Is the responsibility of the buildingdesigner. continuous act sheathing suchr as bracingplywgoe sheathing(TC)edweshown irr drywall C. DATE: 9/12/2014 pa ty c 3.2x Impact bridging or lateral required where ++ Cr 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibmty of the respective contractor. 7 OREGON SEQ. : 6059065 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L a �� design loads be applied to any component and are for"dry condition"of use. �Q 'Yy 1 4 00.\ �.• TRANS I D: 40 8071 5.Compu7 us has no control over end assumes no responsibility for the 6.Design assumes lull bearing et all supports shown.Shim or wedge if 0Q. fabrication,handling, necessary. /z^FI R I O` shipment and Installation of components. 7.Design assumes adequate drainage Is provided. r 1. 6.This design le furnished subject to the Imitations set forth by S.Plates shall be located on both faces of truss,end placed so their center III I I I I II II I I II I II II VIII I I IIITPI/WTCA In BCSI,copier.of which win be furnished upon request lines coincide with joint center Anes. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./Compu7rus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITel4 EXPIRES:12/31/2015 IIIIII II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 HOF N16BTR LOAD DURATION INCREASE = 1.15 1-2=(-51) 28 1.4=(-35) 32 2.4=(-99) 81 BC: 2x4 KDDF k16BTR SPACED 24.0' O,C. 2-3=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA 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 ( 825) Connector plate prefix designators: 4'- 0.0' -18/ 131V 0/ OH 5.50' 0.21 KDDF 625 C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL gli.0 2 Design checked for net(-5 psfl uplift at 24 'oc s ecR 1lai 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" 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.004' @ 2'- 4.0' Allowed = 0.159' 1' f MAX TC PANEL TL DEFL = -0.005' @ 2'- 5.2' Allowed = 0.239' 12 MAX HORIZ. LL DEFL = -0.000' @ 3'- 8.2' MAX HORIZ. TL DEFL = -0.000' @ 3'- 8.2' 4.00 v DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 195s AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mphh=1B.Bft, TCDL=4.2,BCDL=8.0, ASCE 7-10 M-1.5x3 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 3 -, load duration factor=l,B 2 Truss designed for wind loads in the plane of the truss only. L.0 . 0 in 1 a o �/ a � T o11� � �4 I -r' 0 511011 ►�4 M-3x8 M-3x6 M-1.5x3 .1, y 3-00 1, y 4-00 ����D PR OF'�s JOB NAME : POLYGON NW PLAN 7-B NH - D1 �- (Nf� Scale: 0,6324 ! 12 WARNINGS: GENERAL NOTES,unless otherwise noted: v�fr���fr" ififi .v9 1.Builder and erection contractor should be advised of e0 General Notes 1.This design Is based only upon the parameters shown and Is for en Indlvldual 7Z P.E , C Truss: D1 and Warnings before construction commences. building component.Applicability of design parameter and proper 2.204 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 40101",'" 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS Is the res Nsiblety of the erector.Additional permanent bradng of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/"" Po continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). tr.DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown 0+ c c c • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'I .4�OREGON: �(/' SEQ. : 605 9066 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, L 'tld A. design loads be applied to any component. and are for"dry condition-of use. '�a: .41 1 4 2C . '�- TRANSI D: 408071 5.CompuTrus has no control over and assumes no reaponeldDty for the 8.Design assumes full bearing et all supports shown.Shim or wedge If (6I? fabdcation,handeng,shipment and Installation of components. •necessary. p[� + VV 7.Design assumes adequate drainage is provided. ri rlI1..\-' 8.This design le furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I 11111 VIII 1111111 VIII I 110111 IIIIIIII TPINVTCA In BCSI,copies of which will be furnish(upon request. Ones coincide with joint pate center Ines, , 9,Digits 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:12/3V2015 1E11 11 This design prepared from computer input by PACIFIC LUMBER-BC Ir) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1.3=(0) 0 BC: 2x4 KDDF H16BTR SPACED 24.0' 0.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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 625 TOTAL LOAD = 42.0 PSF 3'- 9.2' 0/ 38V 0/ OH 5.50' 0.08 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,MI8HS,M18 = MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for nett-5 msi) uolitt at 24 'oc s ecD inB.l JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=LI240, 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 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 194 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. ir Wind: 140mphh=19.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 L. oad duration factor=l,6 Truss designed for wind bade r` in the plane of the truss only. 0 O r il o I 1 <;/- 4>- 3�‹ -1 M-3x8 1, y 3-00 1' y 4-00 (PROVIDE FULL BEARING:Jts:4.3.J JOB NAME : POLYGON NW PLAN 7-B NH - D2 ..p<c. PN�F�SS Scale: 0.9224 �\ /zli WARNINGS: GENERAL NOTES,unlace otherwise noted: ff rr�� �r D2 1.Builder end erection contractor should be acMsed of all General Notes 1.TNa design Is based only upon the parameters shown and is loran Individual 9G e e RE. Truss: D2 and Wemings before construction commences. building component.Appllceblaty of design parameters and proper 2.2x4 compression web bradng must be Installed where shaw,0. Incorporation of component is the reeponsibilty of the building designer. ./ 3.Additional temporary bradng to Insure etadity during construction 2.Design assumes the top end bottom chords to he laterally braced at ' DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by I� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheattng(TC)and/or drywal(SC). -'� 1�'• DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown*+ Q 4.No load should be applied to any component until after as bracing and 4.Insteaatlon o1 truss Is the responsibility of the respective contractor. -j� OREGON a SEQ. : 6059067 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrodve environment, 4,' >\ +. TRANS I D: 408071 5.design loads be applied to any component. and Bre for'dry condition'of use. p� wedge �O 9y 14 20 �' CompuTrus has no control over and assumes no responsibility for the e.Design assumes NII beano et all supports shown.Shim or If ti,, --r handling,shipment and installation of components. necesaery. e Is p 4/G• R`�` 8.This design Is furnished subject to the Imitations set forth by B.PlateDesisshallbe locateddassumes uoneboth faces of truss,end placed so their center ` 1• I VIII(I III VIII III I VIII III I I II(III(IIITPIIWfCA in SCSI,copies of which will be furnished upon request. Anse cdndde with Joint center(nee. S.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plats design values see ESR•1311,ESR•1 aB8(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' ICOND 2' Design checked for nett-5 osf) uplift atspacins,l TC: 204 KDDF Y15BTR LOAD:DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF g16BTA SPACED 24.0' O.C. NOT EXCEED 184 AT TIME OF MANUFACTURE, TC LATERAL SUPPORT <= 12'0C. UON, LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)4DL( 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 mphh=16ft, TCDL=4,2,BCOL=6.0, ASCE 7.10, C,CN,CI8,CN18 (or no prefix) = Compu7rua, Inc All Heights), Enclosed, Cet.2, Exp,B, MWFAS(Dir), M,Y2OHS,M18HS,M16 = Yi7ek YT 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 seons 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 Gableend uals on continuous blsUON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refeur or eqqual typical at stud verticals.ertip Refer to Compu7rua gable end detail for complete specifications. 3 —, 4.00 I712 0 0 v., 111111111111 0 m —,- O In a'` =/ ///////////////////////////I 4 M-3x4 y l y 1-00 8-02 . ��,R0 PROFFSs JOB NAME : POLYGON NW PLAN 7—B NH - El Scale: 0,6586 �. y/I"7I� %� WARNINGS: GENERAL NOTES,unless otherwise noted: '.4J l''i.h"' 1.Builder end erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters shown and Is for en Individual ! ;92.SPE E .Jr.,.: end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 1 2.be compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. / 3.Additional temporary braving to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at d�► DES. BY: BS Is the res nsldn of the erector.Additional permanent brad of 2'o.c,and at 10'o.c.res y unless braced throughout their length by po ty Pe n0 continuous sheathing such as plywood sheathing(TC)and/or drywae(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++ OREGON 4.No load should be applied to any component until after al bracing end 4.Installation of truss is the responsibility of the respective contractor. ' 7j A_ A.SEQ. : 6059068 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, /� y ',.,Nb'�1 design loads be applied to any component. and are for"dry condition-of use. - 0 14 Z b,i— TRAN S I D: 408071 5.Compu7rua has no control over end assumes no responsibility for Na 6.Design assumes NA bearing at an supports shown.Shim or wedge if '2 necessary. adequate assumes p h p ` V 6.This design is furnishedfabrication,handling, )subject tpment o the Id mitationson (set Borth byb 8.Plate7. sshallbe located onboth facescof truss,and placed so their center n n`1�y III II'J'll 11111 Ell Ill VIII 1111111 I II IIII IIII TPIANTCA in SCSI,copies of which von be furnished upon request. Digs cind awith jointcenterinr Ines. . !a!a!,'lllidddllll IfsB.Digits indicate size of plate in inches. MITekUSA,IDC./CompuTrumSoftware7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MITak) EXPIRES:12/31/2015 o 11I I III '' This design prepared from computer input by PACIFIC LUMBER-BC ,u LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.0' IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1,15 1-2= 0) 36 2-5=(-51) 67 3-5=(-255) 179 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2.3='-105 88 WEBS: 2x4 KDDF STAND 3.4=( •7) 3 LOADING IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0,0' -66/ 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,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (CORD. 2: Design checked for net(-5 psf) uplift at 24 'oc s acg ino.I 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 17 DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%AT TIME OF MANUFACTURE, 11111111111111111111111:4 -f Design conforms to main win dforce•resisting system and components and cladding criteria. i Wind: 140 mph h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, iat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. =7: in II% Z o.-) 1 y 0 2� ►15 M-3x4 M-1.5x3 ,1 y 7-10-04 0-03-12 - 1 y 1-00 8-02 JOB NAME : POLYGON NW PLAN 7-B N H - E2 �,-\(<, (`�PN x�ssi/...,- Scale: 0.5571 c\ 1� ��zl oy WARNINGS: GENERAL NOTES,unless otherwise noted: /7' �<, 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 92 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 buliding designer. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �s�� DES. BY: BS Is the responsibility of the erector.Additional g 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ,,,,.../4/04, �wa•� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 9/12/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bradng required where shown++ Cr 4.No load should be applied to any component until after as bradng and 4.Installation of truss Is the responsibility of the respective contractor. -f7 OREGON b 4/` SEQ. : 6059069 fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used In a non-corrosive envlronment, . A- design loads be applied to any component. and are for"dry condition'of use. /O y 1 4 2° Ri- TRAN S I D: 408071 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If AI 0` fabrication,handling,shipment and Installation of components. necessary. '4'/e.q R)1 7.Design assumes adequate one thlnace le,trussa �rll r1 1- 8.This design la furnished subject to the Irritations set forth by S.Plates shall be located both latae of truss,and placed so their center MEI II III II III I VIII III I 11 I II I IIITPI/WTCA In BCSI,rapt°.of which wig be furnished upon request. fines coindde with joint center ansa. 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-1B58(MITef EXPIRES:12/31/2015 111111111 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 H16BTR LOAD DURATION INCREASE = 1.15 1.2°) 0) 36 2.5=(•33) 38 3.5=(-161) 127 BC: 2x4 KODF H18BTR SPACED 24.0' 0.C. 2-3= -69)) 49 WEBS: 2x4 HOOF STAND 3.4= •7 3 LOADING IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0' 0.0' 0'- 0.0' -61/ 367V -20/ 63H 5.50' 0.59 KODF ) 625 LL = 25 PSF Ground Snow (Pg) 5'• 3.0' •24/ 212V 0/ OH 5.50' 0.34 KDOF 625 Connector plate prefix desi nators: C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 Design checked for net( osfl uplift at 24 'oc s acn in0) M,M20HS,M18HS,M18 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR IQPSF 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 DEFT = •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 ,. ,. MAX TC PANEL TL DEFL = -0.043' @ 2'- 8.1' Allowed = 0.419' 12 MAX HORIZ. LL DEFL = 0.000' @ 4'• 11.2' 4.00 I7 MAX HORIZ. IL 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 system and components and cladding criteria. 4 -/ 3 Wind: 140 mphh=15ft, TCOL=4,2 SCOL=8,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), i load duration fector=1.6 Truss designed for wind loads N in he plane of the truss only. a c N to x 1 0 2► ►�5 M-3x4 M-1,5x3 y y 1. 4-11-04 0-03-12 y y y 1-00 5-03 �,_E°( pROFFS JOB NAME : POLYGON NW PLAN 7-B NH - E3 Scale: Q.6,26 „.0 yIN6 s'H, WARNINGS: GENERAL NOTES,unless othervise noted: w (]��yl" I 9 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 :Q 92.0 P E r Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2o4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabiety during construction 2.Design assumes the top end bosom chords to be laterally braced et errs• 2'o.c.end at 10'o.c,respectively unless braced throughout their length by .1�'-"" DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa0(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++ OREGON � 4.No load should be applied to any component until after en bracing and 4.Installation of tins Is the responsibility of the respective contractor. •}� 1k <0. SEQ. : 605 9070 fasteners are complete and et no time should any bads greater then 5.Design assumes trusses ere to be used In a non-corrosive environment, 4> ,4 ON design loads be applied to any component. 5. end are for"dry condition"of use. 8 h� TRANS I D: 408071 CompuTrus has no control over end assumes no responsibility for the .Design assume,NII bearing at all ,) 1 4 2 supports shown.Shim or wedge if 4'f . -� �` necessary. R R1.1_�- fabrication,handling,shipment andinstallation of components. 7.Design assumes adequate drainage le provided. 8.This design is furnished subject to the Irritations set forth by O.Plates shall be located on both faces of truss,end placed so their center 1111111111111111111111 TPUWTCA In SCSI,copies of which w D furnished upon request. Digs coincide with joint pte center Ones. r a,Digits indicate size of plate in Inches. MITekUSA,InC./(OmpuTrusSoftware7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1999(MITek1 EXPIRES:12/31/2015 .i . 11111 111 III This design prepared from computer input by PACIFIC LUMBER-BC .. LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' ICOND, 2: Design checked for netl•5 pati uplift at 24 'oc soacina.l TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KODF 9188TH SPACED 24.0' O.C. NOT EXCEED 18%AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <c 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 c 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF P A TOTAL LOAD = 42.0 PSF Wind: 140 mph, hcl5ft TCDLc4.2,BCOL=6.0, ASCE 7.10, C,CN,C16,C 18 (or no prefix = CompuTrua, Inc r M,M2OHS,M16HS,M16 MiTek M� series LL = 25 PSF Ground Snow (Pg) (All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. Gable end truss on continuous bearing wall UON, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrua gable end detail for complete specifications. 12 4.00 I ' 3 -/ to0 0 N V7 r F 0 0� 1 /////////////////////////////////////// lll1ll ill 4 M-3x4 /I 1-00 5-03 JOB NAME : POLYGON NW PLAN 7-B NH - E4 ,<<4DrPNEFF`sAi Scale: 0.7737 c\Ca OpIZ/l.Aq Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� I /7' 'fir 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 92I PE Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building dealaner. /' 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��. po sty permanent bracing of continuous sheathingsuch as (B ) �'�� plywooddng cured where s nor drywee C. DATE 9/12/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral hredng required where shown++ Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. "9 OREGON 0, A, SEQ. : 605 9071 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, L • design loads be applied to any component. and are for'dry condition'of use. ./ 4), 20� �.. TRANS I D: 408071 5.CompuT uc has no control over and assumes no responsibility for the 8.Design assumes full beating at ell supports shown.Shim or wedge if 0 14 0.Q fabrication,handling, necessary. ML F RIO' V shipment and Installation of components. 7,Design assumes adequate drainage is provided. CC 1 1. 5.This design Is furnished subject to the Initatlons set forth by 8.Plates shall be located on both laces of truss,end placed so their center MEI El VIII I I II1111 IIIII 0111 IIII TPUWrCA In SCSI,copies of which vele be furnished upon request. area coincide with Joint center Ines. 9.Digits indicate size of plate in inches. MITek USA,InC.lCompuTrue Software 7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-)gee(MiTel) EXPI RES:12/31/2015