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44<-TA0/6-- , 7i'i t/ %,, i ? Sly' /?'i7 LI" 40-0° AR1 AR1 - N N i I I MEI ill i19 J I J2G ,��. I i � i ; � J2liq Jif: ,�i 1�,� ■/IJ4 NJI11�‘'�,`, 1 7: 2rAilll J6J7 I�"\I `I _IJ7 J: 1 \I I ! _I J8 ' I SI■L 4■ I_ J9 l I�■ILJ1 _ 1 I— _I J10 SI ---cm I IiJ11 —I■ ,1 J11 1 t Palm' 1 :1,1111 J. I . iii■ IF.Nr CD J: I ;■ NMI"■Ivt - J7I _/ EKE I J. 1111111111V 2 ■■MI■I Ili', ■I�■■■I_ I■� MEM I III�I, ■11 11.12(10' Ulm ( MINI I -IQ MY: j ; .� ■■L' 11 ,,41_ , Iii __!1 IIi_ ® i G, gi CONFORMS TO DESIGN CONCEPT '1 ❑ CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT REVISIONS AS SHOWN I111.8■ I 0CONFORMS 70 DESIGN CONCEPT 11 0 ricE=gzsisj:TIETIGN CONCEPT WITH El NON-CONFORMING-RISE AND RESUBMIT NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWD FOR GENERAL CONFORMANCE 201-6' M sr GR C s!r G xtm c� e .;ETFJ Fa:Gcxca m t R.an� WITH THE DESIGN CONCEPT ONLY AND DES NOT RELIEVE THE ,1, F aiMVEImR.=F_sa g4tI!F;aaaamExaM%narSTA 4 FABRICATOR/VENDOR OF RESPONSIBILI Y FOR CONFORMANCE WITH THE 41-0m caur:y».s=-a:r� ., nF:oaLxs .aue :a .rimFrealweE FRuzrcaR 7)&33, MiG DESIGN DRAWINGS AND SPECIFICATION ALL Or RyiCn WE FoIuRil Sy Meda Fukui Datt 9/W14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC wa OCopyright CompuTrusInc.2006 �iUILUEH: 1$J E DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 TTRRUSSC�ALCULATIoSAND° PROJECT TITLEENGINEERED STRUCTURAL i REVISION-I: DRAWINGS FOR ALL FURTHER PLAN 5-A COFFER INFORMATION.BUILDING ' , ' , um er DESIGNER/ENGINEER OF RECORD �� PLAN. RESPONSIBLE FOR ALL NON-TRUSS 4 ��, "'' DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A / A-A. CHECKED BY: DESIGNER/ENGINEEREVIANDO EOFARDTO �� REVIEW ANDR OF OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. } 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs.are null and void If not fabricated by-Pacific Lumber and Truss. w 401-0" I1 ....„ "i) CO � `� — — • J1 41 J24 , , \ - _J2C _J3C J4 _ vfit J6. . 7:12 �` J6C J7i`_- —J7C J8 _ J8 R. J9 4 , ig, , 1m1 _ J9 J10._ co W .Y ' __ _ J10 N . _ -- , / . J11 J11c, � 4 , kZ m m J10zof ' J9 14:12 J8 I L a 411:12 J7 7112 , J6 t r - \ i , / a J12('10) ■ 1 J13 (5) IfGUS28 14: 2 F- UM 2HGUS26 �:i�2). 'b 2 J13 Vynt R.B 24+6■' .,- _VI I Cl N 12 f 01 Pr r min' 1 CONFORMS TO DESIGN CONCEPT IN N B' ® CONFORMS TO DESIGN CONCEPT WITH GARAGE LEFT SIONS AS SOWN ®CONFORMS TO DESIGN CONCEPT I- ❑ilN CONFORMING-REVISE AND RESUBMIT CONFORMS TO DESIGNCONCEPT WITH ■ THIS SHOP DRAWING HAS BEEN REVIEEIED FOR GENERAL CONFORMANCE NON oNSNOTED � WITH THE DESIGN CONCEPT OtLY AND DOES NOT RELIEVE THE O NON-CONFORMING-REVISE 6RESVBMR710 SK.DRAMO MS FABRICATOR/VENDOR OF FESPCNSIBILiTY FOR CONFORMANCE WITH THE Da. . � 1 AMa. mr.I DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY RO :.:n.r,ns.+.ounr -e� eo.wm,;; WAVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS.PW, By AlexiaFukul Dateis By: Todd R. Eaton �partOtte: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING©MightCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS ©Might POLYGON NW 03/27/14 TO RUSS CALCULATIONS ANDT ENGINEERED STRUCTURAL ...min .. .t* PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-A INFORMATION.BUILDING COFFER DESIGNERIENGINEEROFRECORDI.\ RESPONSIBLE FOR ALL NON-TRUSS Palau limber PLAN: DRAWN BY:JP REVISION-2 TO TRUSS CONNECTIONS.BUILDING DESIGNERIENGINEER OF RECORD TO TRUSS 5-A / A-A CHECKED BY.' REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / 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 TPI/WTCA In BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek). le.4...°G19141:7.•").°*- �� ` �' OR e N cb 4 4.i *r. ,, ca .. 4 2rt$43 - b, `4l'26.'' �c3 Sbisivie e,, . Vis. 0NAL ' 1u/ff(i EXPIRES 6130f 16 111E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C.=1.00 IC: 2x4 KDOF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-10=(-79911) 2686 3.10= 400) 336 BC: 2x4 EDF 91&BTR SPACED 24.0' O.C. 2- 3= -3018 1136 10-11=(•562 2250 10. 4= -235 629 WEBS: 2x4 KODF STAND; 3- 4= -2885 1241 11.12.1-258 1671 4-11= -736 574 2x4 DF STAND A LOADING 4. 5= -2255 1147 12.13=(•597) 2094 11- 5= •460 1077 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2255 1147 13- 8=(-834) 2444 5-12= -460 1077 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6-13= -235 629 8- 9= 0) 114 13. 7= -300 336 OVERHANGS: 24.0' 24.0' LL= 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES ) M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' •378/ 2067V •323/ 323H 5.50" 3.31 KDDF ( 625) 43'- 9.5' -378/ 2067V 0/ OH 5.50' 3.31 WOOF ( 625) JT 2, 8: Heel to plate corner = 2,25' ICOND 2• Design checked for net(,-s pofl uplift at 24 "cc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'• 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL= •0.167' @ 17'- 11.0' Allowed = 2.144' MAX TL CREEP DEFL = -0.321' 9 17'. 11.0" Allowed = 2.858' MAX LL DEFL = •0.036' @ 45'- 9.5' Allowed= 0.200' MAX TL CREEP DEFL = -0.043' @ 45'- 9.5' Allowed = 0.267' MAX HDRIZ. LL DEFL = 0.076' @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121' @ 43'- 4.0' '( '1 ' NOTE:Design assumes moisture content does 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 not exceed 19% at time of manufacture. 12 12 system conforms to 7.00� M-4x6 Q 7.00 4.0" Wind: 140 mphh=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 5 A' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n 0load duration factor=l.6, "� Truss designed for wind loads M 5X8(S)" in the plane of the truss only. M-5x8(S) 0.25 .25" 0 M-1"5x3 M-1"5x3 /I\4 0 411111111h6CD CD 2''M-3x8 M 3x4 10.25' 0.251? M 3x4 M 3x8`6 c M-5x8(S) M-5x8(S) ), y ). y ), 1 J, y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 J, 1, 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME: 5-A POLYGON NH - B2 � PRQp Scale: 0.1445 :/2zIT //2 WARNINGS: GENERAL NOTES,unlessotherwsenoted: f�(G I7, .y' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC 7,92I.P E 1' and Warnings before construction commences. building component.AppecabIlity of design parameters and proper Truss: B 2Incorporation of component Is the responsibility of the building designer. e 2.2x4 compression web bradng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during constructiony o.c.and at 10'o.c.respectively unless Meced throughout their length by `®.� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood she end/or drywall(BC). / r�'.,- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ rc- 4.No load should be appled to any component until atter at bradng and 4.Installation of truss Is the responsiblity of the respective contractor. 7 A OREGON�S, �4 SEQ. : 6037152 fasteners are complete end at no time should any toads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be appled to any component and are for-dry condition'of use. '1 j• Z0 P5 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if O M 14,1 fabrication,handling,shipment and Installation of components. necessary. "4R R I L`" 9Po 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center SCSI,copies of ch WI be furnished upon III'I I I II II I I IIII(III I III IIII IIII MTa SA,1Inc./Compulrus(Software 7 6 6(1 L)E request. 10.For basic connector lines coincide with jo onectoroplate design values see ESR-1311,ESR-1966(MITe10 int center Ines. 9.Digits Indicate size of late in inches. EXPIRES:12/31/2015 11 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 r TC: 2x4 KDDF 1118BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2- 9=((((•843 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF N12.BTR SPACED 24.0' 0.0. 2- 3= -2998 1127 9-10=5.607 2217 9- 4=(•234) 630 WEBS: 2x4 KODF STAND; 3- 4= -2865 1232 10-11= -267 1637 4.10. -737) 574 2x4 DF STAND A LOADING 4- 5= -2234 1138 11-12=(-584 2045 10- 5= •460 1077 LL( 25,0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5. 6= •2229 1164 12- 8.(-829 2355 5.11= -450 1055 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794 1278 11- 6= -713 566 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD= 42.0 PSF 7- 8= •595 713 6-12= -258) 552 OVERHANGS: 24.0' 0.0' LL =25 PSF Ground Snow (Pg) 12- 7=(-240) 354 plate BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA ConnectoC,CN,C18,,CN (orrrnoiprefix)designators: BOTTOM Inc LIVE OL AD AT LOCATION(S) A 20 PSF SPECIFIEDLBYITED IBC STORAGE1 . LOCATIONS0'- 0.0" •380/ACTIONS 2064V -302/ 3161I 5NS .50' 3.30ZE N KDOFPI IES 625 M,M2OHS,M18HS,816 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2' -281/ 1855V 0/ OH 5.50' 2.97 KDDF ( 625) JT 2: Heel to plate corner = 2.25' 10 ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL'L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL= •0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.163' @ 17'• 11.0' Allowed = 2.130' MAX TL CREEP DEFL= -0.314' @ 17'- 11.0' Allowed = 2.840' MAX HORIZ. LL DEFL = 0.074' @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.117' @ 43'• 0.7' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 21-10-12 21-07-08 Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 fi 7-04 7-01 system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 12 M 4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 Q 7.00 load duration factor=l.6 4.0" Truss designed for wind loads s ,61' in the plane of the truss only. M-5X8(S) M-5X8(5) 0.25" 0.2LI) 5" 0 P•) 0 M-1.5x3 M-3x5 4 \ ' M-1.5x3 o do A \It\ o 2f 9 10 T T 11 12 B.. •o M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 C M-5x8(S) M-5x8(S) i' i. y k J, J, y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 1- 2-00 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - B1 41 PROFFss Scale: 0.1411 /Zz/ /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �1 I/7 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and Is for an Individual CC 7,92.tOPE "1"t"- Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer.3.Addltlonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �410,407, Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d ( ) /',.- sl�P DATE: B/22/2014 responsibilitybuilding g bridging or q a(r s rywan ec, cal C the overall structure is the res nsiblli of the designer. 3.2s Impact bd I or lateral bracingrequired where shown+ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsiblity of the respective contractor. "j>' OREGON 4' SEQ. : 6037153 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, ` � \,S design loads be rippled to any component end ere for"dry condi n"of use. / q r TRANS I D: 406556 5.cempuTr s 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 ,th� fabdcatlon,handing,shipment and installation of components. necessary. A� �o`�� f 7.Design assumes adequate drainage Is provided.s, �// n 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center .._. ch will be furnished upon lin s coincide with int (IIIIII VIII VIII(IIII IIII(IIII VIII IIII IIII Mire USA,lnC./CampuTfus TPIAAfrCA in BCSI,copies of (Software 7.6.6(1 L)E request. 10.For basic connector oplatedesign values see ESR-1311,ESR-1988(MiTek) nter Ines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 L. 1E1411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 114 2.11= •1431) 2572 3-11=( -152 192 15-10=(-182) 108 BC: 2x4 KDDF 111&8TR SPACED 24.0' 0.0. 2- 3= -3025 992 11-12. -1288 2429 11- 4= -49 296 WEBS: 2x4 KDDF STAND; 3- 4= •2875 987 12-13= -1034 2330 4-12= -445 367 2x4 OF STAND A; LOADING 4- 5= -2453 910 13.14= -850 2024 12- 5= -216 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= 0 0 14.15= -541 1259 12- 7= -443 150 L ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12'OC. UON. 8- 9= -1563) 594 8-14= -966 497 LL= 25 PSF Ground Snow (Pg) 9-10= -141) 157 14. 9=( -329 1300 9-15=(-2078 770 NOTE: 2x4 BRACING AT 24'0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES 0'- 0.0' -340/ 2071V -179/ 367H 5.50' 3.31 KDDF 625 OVERHANGS: 24.0' 0.0' 43'• 6.3' -259/ 1936V 0/ OH 5.50' 3.10 KDDF ( 625 M-1.5x4 or equal at non-structural (GOND 2 Deign checked for not-(_,5 pot) uplift at 24 'oc s acn ino I vertical members (uon), • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix desi nators: MAX LL DEFL= -0.036' @ -2'- 0.0' Allowed = 0.200' C,CN,C18,C518 (or no prefix=CompuTrus, Inc MAX TL CREEP DEFL= -0.043' @ -2'• 0.0' Allowed = 0.267' M,M2OHS,M18HS,M16 = MiTek M series MAX LL DEFL= 0.165' @ 15'• 9.7' Allowed = 2.130' MAX TL CREEP DEFL= -0.296' @ 22'• 6.6' Allowed = 2.840' JT 2: Heel to plate corner = 2.25' MAX HORIZ. LL DEFL = -0.080' @ 43'- 2.8' '" For hanger specs. - See approved plans MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8' 0-04-15 NOTE:Design assumes moisture content does f,rnot exceed 19%at time of manufacture. 19-11-11 23-06-09 Design conforms to main windforce•resisting ( system and components and cladding criteria. 5-03-05 5-00 5-03-086-06-14 6-11.13 6-11-13 7-00-01 f T Wind: 1401110h=23.9ft, TCDL=4.2,8001=6.0, ASCE 7.10 15-09 12 (A11 Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), load duration tactor=1.� Truss designed for wind loads 12 in the plane of the truss only. 7.0017M-4x6 M-5x6(S) M-3x4 0g 25" =M-4x4 M-1.5x3 x3 M-5x6(S) ., *t 9 $ 0.25" + v 0 0 + + + +I o "' M 1.5x3 + 01 0 '� - Ain T 13 9 d4 13" M-3x8 M 3x4 1u.25" M-3x4 0.25ti =M-4x4 M-5x8(S) M-5x8(S) y y y y ; y J, y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 �`�ktO PROFESS JOB NAME: 5-A POLYGON NH - AH3 Sale: 0.,504 �5 ! GZIN /Jf�r... %A_ WARNINGS: GENERAL NOTES,unless otherwise noted: t. v l"z/" vim 4 . r IsforanlMlvlduel n dPE 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and I �92 and Warnings before construction commences. building component.AppilcadGy of design parameters and proper Truss: AH 3Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at / 3.Additional temporary bracing to Insure stability during construction 2'o.c.and et 10'c.c.respectively unless braced throughout their length by p,,, AVM'DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(@C). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.20 impact bridging or lateral bracing required where shown++ l �Q" 4.No load should be applied to any component until after at bracing and 4.Installation of Mss Is the responsibility of the respective contractor. OREGON 4, SEQ. : 6037154 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, .' , 4 ONtr< design loads be applied to any component and are for'dry condition'of use. 1, 7. ��4- TRAN S I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q AI 14, fabrication,handing,shipment and Installation of components. necessary. _'V/ �n`�� 0 P Po 7.Design assumes adequate drainage Is provided. +: r5 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 11111111111111111111 TPI/WTCA In SCSI,copies of which will be furnished upon request. Gigs coincidectwith joint center in lines. 9.Digits Indicate size of plate Inches. ti MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-2 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 OHM III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 WOOF #11,8TR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.11= •1431 2572 3-11=( •152 192 15-10=(-182) 108 BC: 2x4 WOOF#168TR SPACED 24.0' 0.C. 2- 3= -3025 992 11.12=I-1288 2429 11- 4=( -49) 296 WEBS: 2x4 KODF STAND; 3- 4= -2875 987 12-13= -1034 2330 4.12= -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13.14= -850 2024 12- 5= -216 868 2x4 WOOF#1&BTR B LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14.15=) -541 1259 12. 7= -443 150 DL ON BOTTOM CHORD= 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD= 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12'OC. MON. 8. 9= -1563) 594 8.14= -966 497 LL= 25 PSF Ground Snow (Pg) 9.10= -141) 157 14- 9= -329 1300 9-15= -2078 770 NOTE: 2x4 BRACING AT 24'0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES 0'• 0.0' -340/ 2071V -179/ 367H 5,50' 3.31 KDDF625 OVERHANGS: 24.0' 0.0' 43'- 6.3' -259/ 1936V 0/ OH 5,50' 3.10 KDDF ) 625 Connector plate prefix designators: C,M2OHS,MI8HS (or16 no prefix = riepuTrus, Inc m1m ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 " M,M2oHS,M18HS,I116 = MiTek M� series JT 2: Heel to plate corner = 2.25' MAX LL DEFL= -0.036" @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL= -0.043' @ -2'- 0.0' Allowed = 0.267' ** For hanger specs, - See approved plans MAX LL DEFL= 0.165' @ 15'- 9.7' Allowed = 2.130' MAX TL CREEP DEFL= -0.296' @ 22'- 6.6' Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080' @ 43'- 2.8' MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8' NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. ff 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6.11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6,O, ASCE 7-101 f T f TT T T T 1 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 15-09-12 Truss designed for wind loads f T in the plane of the truss only. 12 M-5x6(S) M-4x6 7.00 M-5x6(S) M-3x4 0 9P5" =M-9x4 M-1�o x3 ( ) rr a 0.25" ��. + +. o o M 1.5x3 + + +I 8 4 0 A O .M-3x8 M 3x4 12 'f 13 T 14 is* M-3x4 0.25 =M-4x4 M-5x8(S) M-5x8(S) J. J. 7-11 7-06 9-05-08 9-03-12 9-04 ) 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH2 Scale: 0.1504 ���t' G Nq /QT�/�7` .,, WARNINGS: GENERAL NOTES,unless otherwise noted: "4.1 1O J 29 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4 . ^�OP E < Truss: AH2 and Warnings before construction commences, building component.Applicability of design parameters and proper ' 2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at DES. BY: EE2'ntin end et 10'o.e.respectively unless braeod throughout their length by `r�� - isthe responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)end/ordrywall(BC). 4'� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/ Q " 4.No load should be spied to any component until after all bracing and 4.Installation of truss Is the responsiblity of the respective contractor. -� OREGON �(/ SEQ. : 6037155 fasteners are complete end at no Owe should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ` 1b As design bads be applied to any component and are for*dry condition"of use. - / TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q y 1 4 r r- ��i" fabrication,handing,shipment and installation of components. 7. Design assumes p � R(. This design Is furnished subject to the imitations set forth by 8.Plates shall be locatedadequatedrainage on bothfaces of truss,and placed so their center RIO- 6. h will be furnished upo Ones 111111 Iilll VIII 11111 1111 411 VIII IIII IIII TIN/WTCA in BCSI,copies Mire USA,Inc./CompuTrus Software 7.6.6(1L)-En .66(1L)En request. 1ncide with joint center Ones. 0.ForFDigits icicone of values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 IIIIIIIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43.06.04 MONO HIP-D SETBACK 6-00-00 FROM END WALL - 11 IBC 2012 MAX MEMBER FORCES ((4WR/DDF/C =1.00 TC: 2x6 KDDF#168TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) p- 3=(-5879 1836 11-12= -1642 4872 0 114 2-11= -1639 4875 11-3-12=( •3664 286 16.10=300 5 4342 1805 255 2x6 OF 2400E Ti (( (( } BC: 2x6 KDDF #1&BTR LOADING 3- 4= -5549 1990 12-13= •2387 5968 12. 4= -428 1623 WEBS: 2x4 KODF STAND; LL =25 PSF Ground Snow (Pg) 4- 5= 0 0 13-14= •2428 5968 12- 6= -1761 953 2x6 KODF#2 A; TC UNIF LL( 50,OI+OLI 14.01= 64.0 PLF 0'- 0.0' TO 12'- 0.0' V 4- 6= •4731 1764 14-15= -2062 4966 6-13= 0 419 2x4 DF STAND B' IC UNIF LL 100.0 +DL 28.0 = 128.0 PLF 12'- 0.0' TO 43'- 6.3' V 6- 7= -6028 2379 15-16= -1257 2945 13- 7= -4 166 2x4 KDDF STUD C BC UNIF LL 0.0 +DL 40.0 = 40.0 PLF 0'- 0.0' TO 43'- 6.3' V 7- 8= -5543 2225 7.14= -967 519 8- 9= -3514 1448 14- 8= -312 1314 TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0' 9-10= •100 112 8-15= -2455 1086 BC LATERAL SUPPORT <= 12'00. UON. 15- 9=( -684 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'0C UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -1099/ 3690V -131/ 270H 5.50' 5.90 KDDF 625 43'- 6.3' -1506/ 3729V 0/ OH 5.50' 5.97 KOOF ( 625 OVERHANGS: 24.0' 0.0' ICOND 2' Design checked for net(-5 p<f) uplift at 24 'go spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc MAX LL DEFL= •0.032' @ -2'- 0.0' Allowed = 0.200' M,M2OHS,M18HS,M16= MiTek MT series MAX TL CREEP DEFL= -0.039' @ -2'- 0.0' Allowed= 0.267' == For hanger specs. - See approved plans MAX TL MAX LL DEFL= 0.290' @ 19'- 5.3' Allowed = 2.130' CREEP DEFL = -0.569' @ 19'- 5.3' Allowed = 2.840' MAX HORIZ. LL DEFL= •0.108' @ 43'- 0.8' MAX HORIZ. TL DEFL = 0.171' @ 43'- 0.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 11-11-11 31-06-09 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6� Truss designed for wind loads 5-11-14 5-05-02 0-0,�6-10 5-10-05 6-05 6-05 6-05 6-05-04 in the plane of the truss only. I. f 11-09-12 1' ' ,640# 12 M-7x8(S) 7.00177. M-5x10 5 =M-6X6 0 5" =M-6X6 =M-10X10 M-3x6 6 y 8 9 10 0 M-3X4 \/\/ a + + C + A 0 illv A 0 o F- o M-4x12 c 2'' 11 12 1 4 4 14 a5 iii* -/ M-1.5x3 M-3x10 �•25" =M-4x4 0.25 M-4x10 =M-8x8(S) =M-10x10(S) 1' )' y ), ; 1' 1- , 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH1 �o t (NSF /OG �� Scale: 0.1519 WARNINGS: GENERAL NOTES,unless otherwise noted: 41..f '("tA�1Z"I r � q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 0 P E { and Warnings before construction commences. building component Applicability of design parameters end proper Truss: AH 1 Incorporation of component Is the responsibility of the building designer. - 2.2x4 compression web bracing must be Installed where shown ti 2.Design assumes the top and bottom chords to be laterally braced et ' 3.Additional temporary bracing to Insure stability during construction 2'o.e.end et 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywail(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ "! IQ�, 4.No load should be eppied to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contractor. '� OREGON `V SEQ. : 603 715 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .G. �q N �� design loads be tippled to any component end are for"dry condition"of use. y TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14 l7�It fabrication,handing,shipment and Installation of components. necessary.sV P Po 7.Design assumes adequate drainage Is provided. MFR R ti••L- 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center - IIIIII IIII VIII VIII(IIII VIII VIII IIII III) TPIM?CA in SCSI,copies of which will be famished upon request. lines coincide v centerjoint Ines. 9.Digits indicate size off pplatete inches. MITBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weld EXPIRES:12/31/2015 } IIIIIIII IllI This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C(1=1.00 TC: 2x4 KDOF k18BTR LOAD DURATION INCREASE= 1.15 1- 2= 0) ( )114 2-11.(-1212 3463 11- 3= 236 849 17- 8= 300 336 BC: 2x4 HOOF k16BTR; SPACED 24.0' O.C. 2- 3= -4062) 1544 11.12=1.1139 3226 3-12=S 506 350 ( ) 2x4 OF 2400E BS 3- 4= -3073 1177 12-14= • 97 2720 12- 4=( 0) 348 WEBS: 2x4 KODF STAND; LOADING 4. 5= •2541 1132 13-15= 0 0 4.14= -567 259 2x4 OF STAND A LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -2298 1240 14.15= -626 2374 5.14= -288 1055 L ON BOTTOM CHORD= 10.0 PSF 6- 7= -2207 1142 15.16= -261 1600 5-15= -1419 749 TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD= 42.0 PSF 7- 8= -2812 1243 16-17= -595 2048 15- 6= -558 995 BC LATERAL SUPPORT <= 12'OC. UON, 8- 9= -2957 1138 17- 9= -836 2403 6.16=( -434 1178 LL = 25 PSF Ground Snow (Pg) 9.10= 0 114 16. 7=l -722) 578 OVERHANGS: 24.0' 24.0' 7.17=( •243 599 plate BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector (oprefiXrdesignators:orspuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA M,M20HS,M18HS,1116 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0' -379/ 2067V -323/ 323H 5.50' 3.31 KODF 625) JT 9: Heel to plate corner = 2.25' 43'- 9.5' -378/ 2067V 0/ OH 5.50' 3.09 OF ( 670) (GOND. 2: Design checked for net(-5 psfl uplift at 4 'o s ng.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = 0.211' @ 14'- 6.0' Allowed = 2.144' 21-10-12 MAX TL CREEP DEFL= -0.393' @ 14'. 6.0' Allowed = 2.858' 21-10-12 MAX LL DEFL = -0.036' @ 45'- 9.5' Allowed = 0.200' T MAX TL CREEP DEFL = -0.043' @ 45'- 9.5' Allowed = 0.267' 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 12 12 MAXX MHOAIZ. TL DEFL = 0.166' @ 43'- 4.0' 7.00 p M-4x6 Q 7.00 NOTE:Design assumes moisture content does 6 4^0" not exceed 19%at time of manufacture. ;' Design conforms to main windforce-resisting M-5X8(S) M-5x8(S) system and components and cladding criteria. Wind: 140 mpph h=25.6ft, TCDLe4.2,BCDL=6.0, ASCE 7.10, 0.25" (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dxr), 0.25" load duration factor=1.6 ! �` iTnuthes dplaneeoffor thewtrussoads only. 0 c M-3x4 .:i. ; M-1.5x3 M-3x4 M-4x6 iilli&kl / i 0 12 M ^ - 4 15 . "y, ui 2 M-4x6+ M-3x4 8M-5x10 0.25x6 M-3x4 M-3x8 9 B o - 2.75 2.04 oM-4x10 M18HS-5x16(S) 12 12 )" 5-05-0y 5-10-08 y 6-02 0-J11 10-04 -12 y 3. 10-04-12 8-11-15 8-11-01 i' )' p yy y Y-05-08 12-00-08 1;10-04 27-05-04 y2-00 y2-OOy 14-06 29-03-08 2-00 43-09-08 y l 2-00 JOB NAME : 5-A POLYGON NH - B3 Scale: 0.1309 �.(„9,-,{�GPNq ({�yF�r�ss WARNINGS: GENERAL NOTES,unless otherwise noted: ��� v f�f ZG/I I 22 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 Z 92.•PE �r-- Truss: B3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Addltlonal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE Is •the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood end/or drywall(BC). 40001P, DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load shouts be applied to any component until after all bracing and 4.Instelietlon of truss Is the responsibility of the respective contractor. �It SEQ. : 6037157 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 OREGON TRANS ID: 406556 design loads nn controllied ro anycomponent.assn g,and are onbion*oetellsupports shown.Shim or wedge if �Q y 14 Z�� 5.CompuTms has no over and assumes no responsibility for the necessary. 1 f�P� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. MIR R V 1�`' v 1111111011111111101111 (VIII I(I VIII II II VIII III II II II II'I IIII B.This design Is furnished subject to the be tions set forth b>, 8.Plates shall be located on both faces of truss,and placed so their center TPI/WFCA In BCSI,copies of which will be furnished upon request. lines coincide with joine size of t center Ines. MITek USA,Inc.lCompuTrus Software 7.6.6(1L)-E 0.Forr9. its basiciconnector platete In Inches. 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 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1,00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 114 2.15=(•1177) 3199 15- 3= -99 614 22.13=( -87) 221 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2- 3= -3891 1497 15.16= -931 2763 15- 4= -277 430 13-14=(•2471) 843 WEBS: 2x4 KDDF STAND; 3. 4= •3508 1481 16-18= -757 2413 4.16= -342 253 2x4 OF STAND A LOADING 4. 5= -2938 1219 17-19=1 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= •2388 1115 18-19= -556 2143 5-18= -543 368 IC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= 0 0 19.20= -544 2087 18. 6= -405 964 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD= 42.0 PSF 6- 8= -2026 1048 20.21= -542 2142 18- 8= -92 159 8. 9= -2115 1045 21.22= •720 2182 19- 8= -486 183 LL=25 PSF Ground Snow (Pg) 9-11= -1914 992 22-14= -818 2248 8-20= -93 265 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9.21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=' -367 444 21.12= -434 341 OVERHANGS: 24.0' 0.0' 12-22= -68 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES 0'- 0,0' -349/ 2064V -211/ 2246 5.50' 3.30 KDDF ( 625 Connector plate prefix designators: 43'- 6.2' -254/ 1828V 0/ OH 5.50' 2,92 KDDF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, inc M,M20HS,M18HS,M16 = MiTek MT series IfOND 2' Decig!)dhecked for net(•s pcf-uplift at 24 'oc soacine.l •* For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07MAX LL DEFL= -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX Ti MAX LL DEFL= 0.174' @ 17'- .5' Allowed = 2.130' CREEP DEFL= •0.335' @ 22'- 100.8' Allowed = 2.840' 2-07-04 4-04-07 0-04 5� 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL= 0.095' @ 43'- 0.7' T f T ' If - 4' 1" f T MAX HORIZ. TL DEFL = 0.158' @ 43'- 0.7' 15-09-12 15-06-08 NOTE:Design assumes moisture content does T 1' .( f not exceed 19's at time of manufacture. 12 M-3x4 12 Design conforms to main windforce-resisting 7.00 p M-3x8 Q 7.00 system and components and cladding criteria. M-4x6 M-4x6 Wind: 140 mpht h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE 7.101 M-5x6(S) 7 e 9 M-5x6(5) (All Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25 Truss ddesignedfor owind 6loads 0.25' in the plane of the truss only. r la 2 •:\ F, M 3x4f\., +1 +1 + �, p-3x5 M-1.5x3/ AAM-1.5x3co M 4x6 _ r� /2 M-5x10 M-3x4 0 17 19 20 � 0 ? 22 14• c M-4x6+ o M-5x10 M-3x4 0.2P M-3x4 M-4x6 -.2.75 1.89 v M-4x8 M-5x8(S) 1y2 J' y1-90112 ), y y y y 3-05-0, 6-06-10 5-05-14 1,08-0� 5-07-14 5-05-12 7-06 7-07-12 y 2-05-08 13-01-04 , 2-00 25-11.08 y y y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH3 Scale: 0.1286 cj��� GRN Op JOB WARNINGS: GENERAL NOTES,unless otherwise noted: C? /274/ '�' 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 ;92• r Truss: BH3 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 stalely during construction2•Design assumes the top and bottom chords to be laterally braced at41111, DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L � Po H continuous sheathing such as plywood sheathing(TC)andfordrywall(BC). ,,01,....... ' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responslbilty of the respective contractor. -17<a)411::;73,732 j7 e OREGON: " SEQ. : 603715 8 fasteners are complete and at no time should any loads greater than 5.Design ere assumes trusses are a to used Ina non-corrosive environment. , '`J 'I ON design beds be eppeed to any component YZ b...--11 TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the e.Design assumes Mi bearing at all supports shown.Shim or wedge If Q 1 4,1 i� fabrication,handing,shipment and Installation of components. necessary. ill R I' `.- v gPo 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center SCSI,copies of h will be nished upon II I 111 111E 11 II IIIIIIID VIIIIII)IIII MTek USA'nlnC./COmpuTfus SOflwafe 7.6.6(1 L)-Z request 10.For basic connector lines coincide with jo oneoroplate design values see ESR-1311,ESR-1988(MITek)int center Ines. 5 9.Digits Indicate size ofplate In Inches. EXPIRES:12/31/2015 VIII 1111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' 180 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 GDP #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22-13=( -87) 221 BC: 2x4 KDDF N18BTR ' SPACED 24.0' O.C. 2- 3= •3891)$ 1497 15.16= -931 2763 15- 4= -277 430 13.14=(-2471 843 WEBS: 2x4 KDOF STAND; 3. 4= -3508 1481 16.18= -757 2413 4.16= -342 253 2x4 DF STAND A LOADING 4- 5='-2938 1219 17.19= 0 0 16- 5= -121 527 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18.19= -556 2143 5-18= -543 368 IC LATERAL SUPPORT <= 12'0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19.20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20.21= -542 2142 18- 8= -92 159 8- 9= -2115) 1045 21-22= -720 2182 19- 8= -486 183 LL = 25 PSF Ground Snow (Pg) 9.11= -1914) 992 22-14= -818 2248 8.20= -93 265 NOTE: 2x4 BRACING AT 24'0C UON. FOR 10-11= D 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12= -2294 1043 9.21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13= -2668 1116 11.21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= •367 444 21.12= -434 341 OVERHANGS: 24.0' 0.0' 12-22.) -68 268 Connector plate prefix designators: BEING MAX VERT MAX HORZ BRG C,CN,CI8,CN18 (or no prefix =CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SOaINflUIEO(SBOG EA PECIES' IJ,M20HS,M18HS,M16= MiTek MT series 0'- 0.0' •349/ 2064V -211/ 224H 5.50' 3.30 KOOF 625$ For hanger specs, • See approved plans 43'- 6.2' -254/ 1828V 0/ OH 5.50' 2.92 KDDF 625) 60 , 1- .1 1' . . t - , . ' . .. 't. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.036' @ -2'• 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL= 0.174' @ 17'- 8.5' Allowed = 2.130' 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL= -0.335' @ 22'- 10.8' Allowed = 2.840' 4-02-11 4-04-07 1X08-13 4-07-09 5-03-08 4-10-08 f MAX HORIZ. LL DEFL = 0.095' @ 43'- 0.7' MAX HORIZ. TL DEFL= 0.158' @ 43'- 0.7' 2-07-0 T 4-04-07 T 0-0�5 1 5-05-12 '' 0-0-15 ' 5-01-08 ' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T f T T system and components and cladding criteria. 12 M-5x6(S) M-4x6 7 M-3x8 M- x4 I M-4x6 1P 7.00 1 Wind: 140 mphl h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 M 5X6(S) Q 7.00 (All NHeights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,bt 0.25" " Truss designed for wind toads 5 1 0.25 in the plane of the truss only. d 2 0 M-3x4 o 111-3x5 o M-1.5x3/ M 4x6 M-1.5x3 m Ig Air`T O 2 M-5x10 M-3x4 c 17 19 20 ) 22 14* c M-4x6+ o M 5x10 M-3x4 0.252' M-3x4 M-4x6 0 0 2.75 1.89�M-4x8 M-5x8(S) 12 1 J. J. y 1 �o32 ), y J, k J' 5,-05-0 6-06-10 5-05-14 1-08-02 5-07-14 5-05-12 7-06 7-07-12 l 2-05-08 13-01-04 , 2-00Y 25-11-08 y y y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH2 ��0 PROFFs Scale: 0.1286 J���/PP R s/� WARNINGS: GENERAL NOTES,unless otherwise noted: �Op] /17/x' q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ^7210 P E r Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. - / 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responslbifity of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by *fir DATE: 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood heathIng(TC)endlor drywell(BC). ` ,w the overall structure Is the res nsibill of the 3.2x Impact bridging or lateral bracing required where shown++ 4 Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibialy of the respective contractor. OREGON SEQ. : 6037159 fasteners are complete end at no time should any loads greater than 5.Design assumes busses ere to be used Ina non-corrosive environment, �G •il design loads be applied to any component. and ere for"dry condition"of use. / ,9.� O� ,,L�A. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If O 14 2 r fabrication,handing,shipment and Installation of components. nesessary. M L� 1 ._RP 6.This design is furnished subject to the imitations set forth 7.Designassumes adequate oadrainage a f rsa. n R 11� 111111111112111111 VVg J by 8.Plates shell located on both Taos of truss,and placed so their center TPIANiCA In SCSI,copies of which will be famished upon request. tines coincide with jointpcenter Ines. .. .. MiTek USA,Inc./CompuTrus Software 7.6.6('1 L)-E 0.Digits9. rrbasiclcate size of connector plate design valin ues see ESR-1311,ESR-19e8(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DURATIONOF INCREASE = 1.15 (Non-Rep) 1- 2= 0 114 2-15= •1844 6771 15- 3= -359) 1675 21-13.(-366) 278 TC: 2x4 KDDF &; LOAD 2- 3= •8240 2291 15-16= •1727 6287 3-16=I -728) 178 13.22=( 0 299 BC: 2x6 KDDF S1ANTfl 2x6 #1&BTR T2, T3 LOADING 3. 4= -6514 2010 16.17= -1666 5567 16- 4= 0 371 4- 5= -6058 2101 17-18= -2003 5967 4.17= -494 262 WEBS: 2x4 UDE STAND; LL = 25 PSF Ground Snow (Pg) 2x4 DF STAND A; TC UNIF LLI 50.0))))))+DL 14.0 = 64.0 PLF 0'• 0.0' TO 12'- 0.0' V 5- 6= 0 0 18-19= -2095 6120 17- 5= -631 2092 2x6 KDDF STAND B TC UNIF LL 100.01+DL 28.0= 128.0 PLF 12'- 0.0' TO 31'- 6.2' V 5- 7= -5197 1853 19-20= -2199 6298 17- 7= -1786 823 TC UNIF LL 50.0 +DL 14.0= 64.0 PLF 31'- 6.2' TO 43'• 6.2' V 7. 8= -6026 2221 20.21= -2060 5951 7-18= -465 1243 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0 +DL 40.0 = 40.0 PLF 0'- 0.0' TO 43'- 6.2' V 8- 9= -5957 2233 21-22= -1418 4762 18- 8= -19) 222 BC LATERAL SUPPORT <= 12'0C. UON. 9.10= -6194 2281 22-14= -1415 4765 19. 8= -779) 384 TO CONC TC CONC LL( 500.01+DL1 140.01=640.0 LBS @ 31'- 6.2' 11-12=1-12= -47490 16990 19.20= -282 337 NOTE: 2x4 BRACING AT 24'OC UON. FOR 12-13= -5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10.21= -1904 912 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-21= -481 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0' 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50' 6.02 KIN 625 C,CN,C18,C518 (or no prefix) = CompuTrus, Inc 43'- 6.2' •994/ 3527V 0/ OH 5.50' 5.64 KDDF 625 M,M2OHS,MIBHS,M16= MiTek MT series IcOND 2 Design checked for netts paf) uplift at 24 'ox soacin0 I •* For hanger specs. - See approved plans VEflTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL= -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL= -0.350' @ 21'- 11.8' Allowed = 2.130' MAX TL CREEP DEFL= •0.695' @ 21'- 11.8' Allowed = 2.840' MAX HORIZ. LL DEFL = 0.150' @ 43'- 0.7' MAX HORIZ. TL DEFL= 0.249' @ 43'- 0.7' 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does T not exceed 19% at time of manufacture. 4-04 0-0.(6(-10 2.(-03-08 5-02-05 0-06-10 5-08-10 2 09 T T 4-04 f)IO2-1 T 5-05-13 T T 4-07-11 1`'( 5-05-02 T T Design conforms to main windforce-resisting f f I T f i . 4' f f f , system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 mph, h=22.7ft, TCOL=4.2,BCOL=6.0, ASCE 7.101 T 1.640# ,j,'�40# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . oad duration factor=l,6 12 Truss designed for wind loads M-3x5 M-7X8(5) 12 in the plane of the truss only. 7.00 7 M 5�C12 7 M-1x4 9 0.25° =M-41x4 112-5x10 Q 7.00 M-3x4 M 3x4 v + u, M-3x8 0 -7" M-7x12 0 00 M18HS-3x18 _i 8 . I/_f�! 16 17 1:� Til 21 22 14* c M-8x8 M 3x4 M 4x8 =M-8x8 0.25 M-3x10 M 1.5x3 0 M-4x6+ M-4X6+M18HS-7x14 =M-8x8(S) -.2.75 2.75 0 12 12 , 4-05-0 4-04 4-05-12 3-02-11.2-00y 8-01 7-11-04 5-05-02 5-06-14 y 2-002.05-08 12-00-08 2-00 27-00-04, 3, 2-00 43-06-04 � S�Ep PROFF JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.,366 ��<! GINE Seo WARNINGS: GENERAL NOTES,unless otherwise noted: 4.,� v � I-71.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shovm end Is for an individual 4t' ;920 2 zI O P E 1- and Warnings before construction commences. building component Applicability of design parameters and proper T r u s S: BH1 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ��. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, - `-4�B'� DES. BY: EE is the responsibility of the erector.Additional permanent brednp of continuous sheathing such es plywood sheathing(TC)and/or drywen(BC). �:� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Q" SEQ. : 6037160 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbiity of the respective contractor. 7 OREGON A. TRANS I D: 406556 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1 4 NI Ix design loads be applied to any component and are for*dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge i( Q r fabrication,handing,shipment and Installation of components. necessary. r Lk' gPo 7.Design assumes adequate drainage is provided. `R R y 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TRWTCA in I,copies of which will be furnished upon VIII I(I VIII II VIII VIII VIII IIII IIII Mire USA,inc./CompuTrus Software 7.6.6(1 L)-E request. 10.For basicOnes MiTek connector with jo onectoroplat design values see ESR-1311,ESR-1988(Wok) int center Ines. 9.Digits indicate size ofplate in inches. EXPIRES:12/31/2015 111111(111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'• 6.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 • TC: 2x4 WOOF M1&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0 86 2- 8=1-104 734 3. 8=(-401 388 BC: 2x4 KDDF#1&BTA SPACED 24.0' 0.C. 2- 3= •1004 236 8- 9= 48 481 8- 4=(-295 595 WEBS: 2x4 KDDF STAND 3- 4= -885 459 9- 6=( -74 602 4- 9=(-294 595 LOADING 4- 5= -885 459 9- 5=(-401 38B TC LATERAL SUPPORT 4= 12.00. MON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -1004 236 BC LATERAL SUPPORT <= 12'OC. MON. D LON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD 0 42.0 PSF OVERHANGS: 12.0' 12.0' LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -184/ 975V -360/ 360H 5.50' 1.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0' -184/ 9754 0/ OH 5.50' 1.56 KDDF ) 6251 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND. 2: Design checked for net(•-3A,ft uplift at 24 ')1c spacing I 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed = 0,100' 5-02 5-01 5-01 5-021' MAX TL CREEP DEFL = -0.003' @ -I'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.024' @ 6'• 10.9' Allowed = 0.979' MAX TL CREEP DEFL= -0.043' @ 6'- 10.9' Allowed = 1.306' 1212 MAX LL DEFL = -0,002' @ 21'- 6.0' Allowed = 0.100' M-4x6 MAX TL CREEP DEFL = -0.003' @ 21'- 6.0' Allowed = 0.133' 14,00 7 \14.00 4 4.0" s- MAX HORIZ. TL DEFL = 0.015' @ 20'• 0.5' # NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. v M-1.5x3 M-1.5x3 ui 0 M 0 0 Ae ♦v to o _ 0 • O M-3x4 60.25" M-3x4 M-3x4 c s- M-5x6(S) 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 <c PRDice ss Scale: 0.2044 �N/21/ TY /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 45, `92 /7l{')' 2"7 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an individual :C' ^(a 2 s Q p E �' Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper gil0P//-y 2.2x4 compression web bracing must be Installed where shown+- Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: E E 2'c.c.and at 10•o.c.such tively o Mss braced throughout their length by `rte is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). e® DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. -�G 'OREGON � TRANS I D: 406556 to SEQ. : 6 037161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If •O '9)' 1 4 m 20 �' fabrication,handing,shipment and Installation of components. necessary. MF ''T 6.This design is furnished subject to the imitations set forth 7.Design assumes adequateatedon bothfaces drainage is truss, �s o 9 1 by 8.Plates shall coincide ilhatedfaces of truss,and placed so their center r1 n IN VIII VIII I III VIII IMI VIII IIII IIII TPIAARCA In M e USA,Inc./CompuTrus S I,copies of /Software 7.6.6(1 L)-E ch will be furnished upon request. 10.Forlinbs ic connector h rint center lines. plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 1E IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' ICORD 2 Des tin checked for net( s pot) uplift at 24 'oc spacinn I TC: 2x4 HOOF 61&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 OF f71&BTR; SPACED 24.0' O.C. not exceed 19% at time of manufacture. 2x4 KDDF 916BTR 82 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 <= 12.0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mphh=25.2ft, TCDL=4.2,BCDL=6.0, ASCE0, Connector plate prefix designators: (All Hei7-1 ghts), Enclosed Cat.2, Exp,B, -lDir), C,CN,CI6,CN16 (or no prefix) =CompuTrus, Inc LL =25 PSF Ground Snow (Pg) load duration factor=l.� M,M20HS, MIBHS,F116 = MiTek MT series 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. 10-03 10-03 1' '( 12 IIM-4x4 12 14.007 F \14.00 v u; o 3x4 coIt 41111101111111111161:- o ,A' w .y ' —J o o M-3x5(S) o ,`' M-3x4 y y y 6-10-15 13-07-01 ), y J' 1-00 20-06 1-00 ED P R OFF JOB NAME: 5-A POLYGON NH - Cl <<,- G)N 6'S Scale: 0.2156 l4 /Zz1�A �2 WARNINGS: GENERAL NOTES,unless otherwise noted: c J 7, 1.Builder and erection contractor should be advised of a9 General Notes 1.This design Is based only upon the parameters shown and is for an individual ;9G.•P E f Truss: Cl and Warnings before construction commences, building component.Appscadlity 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 bredng to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE Is the responsibility2'o.o.and at 10'o.e.respectively unless braced throughout their length by of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endlordrywell(BC), / ', DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ sll � 4.No load should be eppled to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. 7L �}_OREGON w,f SEQ. : 6037162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1r 2� a t- design loads be tippled to any component and are for"dry condition'of use. TRANS I D: 406556 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 11 !�Q fabdcotlon,handling,shipment and installation of components. necessary. MFR R V 4�-v g P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both tacos of truss,and placed so their center TPl CA In I,copies of which will be furnished 111111 1110 VIII 11 11 1111 III I III)IIII M Tek USA,lnc./CompuT s Software 7.6.6(1L)-En .6.6(1LEn request. 10.For basic lines co nectorde with oplate design values see ESR-1311•ESR-1888(MITek) int center Ines. 9.Digits indicate size ofplate in Inches. EXPIRES;12/31/2015 IIIAIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE : 1.15 (Non-Rep) 1- 2= 0 86 2- 9= -1252 5318 2- 3= -8954 2004 12- 7=S -820) 282 BC: 2x8 KDDF#18BTR 2. 3: -8954 2004 9-10= -1252 5318 9- 3= -102 114 7.13=4 -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4= -8738 2060 10.11= -1284 5552 3-10= -192 616 7- 8=1.102002302 2x6 WOOF#2 A LL=25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11-12= -1154 5472 10- 4= -900 3994 TC UNIF LL 50.0 +DLI 14.0 o 64.0 PLF 0'- 0.0' TO 20'- 6.0' V 5- 6= -6390 1640 12.13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL) 0.0 +DL 20.0 = 20.0 PLF 0'. 0.0' TO 7'- 0.0' V 6- 7: -8600 2028 13- 8: •1324 6066 11- 5= -2388 9292 BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL 522.4+DL 375.2= 897.6 PLF 7'- 0.0' TO 20'- 0.0' V 7- 8= •10200 2302 11- 6= •2680 760 BC UNIF LL( 0.0+DL 20.0 = 20.0 PLF 20'- 0.0' TO 20'- 6.0' V 6-12= •842 3752 OVERHANGS: 12.0' 0.0' plate ADDL: BC CONC LL+DL=3751.0 LBS @ 6'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ConnectoC,CN,C18,,CN18orrrno1prefixlgnatCompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS0'- OO -1711/ 7507V -337IONS / 3456 5IONS .50' 12.01ZE N KDIDFP1 625 M,M2OHS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0' -21531 9494V 0/ OH 5.50' 15.19 KDDF ( 625) -'e- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Oesign ch6ck6d for n6t( Jt,f)yplift at 24 'oc °opine I nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 )0/ 9' oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL = -0,001' @ -1'• 0.0' Allowed = 0.100' /XVX\ 5' oc in 2 row throughout 2x8 bottom chords, MAX TL CREEP DEFL : -0,001' @ -1'• 0.0' Allowed : 0,133' 9' oc in 1 rows throughout 2x4 webs, x.. HANGER TO APPLY CONC. MAX LL DEFL = -0.069' @ 14'- 7.7' Allowed = 0.979' 9' oc in 2 rolv(s throughout 2x6 webs. LOAD(S) EQUALLY TO ALL MEMBERS, MAX TL CREEP DEFL = -0.175' @ 10'- 3.0' Allowed = 1.306' MAX HDRIZ. LL DEFL : -0.016' @ 20'- 0.5' 10-03 10-03 MAX HORIZ. TL DEFL = 0.034' @ 20'- 0.5' 3-02-042-11-084-01-04 4-01-04 2-09-123-04 NOTE:Design assumes moisture content does ff ff not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting M-5x8 system and components and cladding criteria. 14.00 7 \14,00 5.0° 5 Wind: 140 mph, h=25,2ft, TCDL:4.2,BCDL=6.0, ASCE 7-10, ii (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dr), dL load duration factor=l,6 Truss designed for wind loads in the plane of the truss only. M-3x811M-3x6 Co‘1- 4k i 0 r M-4x12 1II" M.5 ,5x12M-M-5x166 c jehilillil, MI .mem MC i '4 ,1. 1- til .411111MIIIN1111111111•11=11111111WIMIL 1,i,' o M-19JO 5x3 M-7X12 10. 25° M-61x10 M-3x10 B o ***, 3751#-M-10 J. y y y J. y J• , 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 y 1-00 20-06 JOB NAME: 5-A POLYGON NH - C3 Scale: 0.1681 <0� �GPN {�F�ps(.9/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 45) /ZGrII I 1-Q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual CC' 19 G/Q P E (- T r u s s: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.204 compression web bredng must be Instated where shown+, Incorporation of component Is the responsibility of the building designer. // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.continuous shat eath0' ing such respectively mod sheathingss braced(TC)and/or dryhout wail(6Cth). `rhe!. 4- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ illi Q 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibiily of the respective contractor. "OREGON SEQ. : 6037163 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �4- Ik A. design loads be applied to any component. and are for"dry condition'of use. '� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If i0 y 1 4 20 .1 necessary. A I P. fabrication,handing,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. 'V/�. 1 �.v 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R R>b 11111111$1111111111 TPIAWTCA In SCSI,copies of which will be furnished upon request. lines9. coincide with jointppcenter toes. MITek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 10.Forrlbasic ccoonnectorplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= OI 86 2.6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF @1&BTA SPACED 24.0. O.C. 2-3= -506 111 6-4= (-24 286 WEBS: 2x4 KDDF STAND LOADING 4.5= 0) 86 TC LATERAL SUPPORT<= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -111/ 604V -210/ 210H 5.50' 0.97 KDDF 625 Connector plate prefix designators: 11,- 8.0' -111/ 604V 0/ OH 5.50' 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16= MiTek MT series LIVE LOAD AT LOCATIONS)SPECIFIED BY IBC 2012. r,, • r •„ , . I - . , • '• r. THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10 5-10 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' ff T MAX IL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.002' @ 12'- 8.0' Allowed = 0.100' 12 M-4x6 12 MAX TL CREEP DEFL= -0.003' @ 12'- 8.0' Allowed = 0.133' 14.00 7 \14.00 MAX TC PANEL LL DEFL = 0.281' @ 8'- 6.5' Allowed = 0.557' 3 4 0�� MAX IC PANEL TL DEFL = 0.497' @ 8'- 4.1' Allowed= 0.835' MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5' MAX HORIZ, TL DEFL = 0.004' @ 11'- 2.5' NO :Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=22.Bft, TCOL=4,2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.� Truss designed for wind loads in the plane of the truss only. 0 to 0 co 0 0 LI!) /AN : 10 . 6oM-3x4 M-1. y y y 5-10 5-10 J. ). ) J 1-00 11-08 1-00 �9Ea PROFes JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 `�" G(NF `r/O. WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9 6/2Z//7' 2n"Z/ -9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual =/ t P E S' and Warnings before construction commences. building component.Applicability of design parameters and proper .. Truss: D 2incorporation of component is the responsibility of the building designer.2.Ad compressionpo web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced al 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l II ' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). / ''' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 SEQ. : 6037164 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'f7 y OREGON 4 fasteners are complete and at no time should any loads greater than 5.Design assumes bosses are to be used in a noncorrosive environment, ` design loads be applied to any component. and are for'dry condition'of use. ` 9}' 20� "`1 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if Q AI 14 . �Q. fabrication,handling,shipment and installation of components. necessary. _ ./1//eR R`�� g P n4+o 7.Design assumes adequate drainage Is provided. C 6.This design is furnished subject to the irritation set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In I,copies of ch will be furnished upon e with IIIII I IIII VIII I III VIII IIII'IIII IIII IIIIMiTe SA,Inc iCompuT S(Software 7.6 L)E request. 10.For basic lines con ectoroint center lines. plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 1111111 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' 1,1 • I' ,t i. , . i • . . ' 0 . ,. 't, TC: 2x4 KODF 618BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KOOF N188TA SPACED 24.0' D.C. Nexceed assumes moisture content does notot excceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 or no prefix) =CompuTrus, Inc Wind: 140 mph ht, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,I116 = MiTek MT series LL= 25 PSF Ground Snow (Pg) (All Heights), EEnclosed, Cat.2, Exp.B, MWFRS(DLr), load duration factor=1,6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 5-10 5-10 complete specifications. I I r 12 IIM-4x4 12 ,- 14.007 3 \14.00 All 0 11111:9A1 1 III 0 m 0 0 o M-3x4 M-3x4 y y y y 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 ,<(, PR Dice Scale: 0.3526 G'NZ/7' /Q WARNINGS: GENERAL NOTES,unless otherwise noted: alt 12 !!!P E 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual ^9 20 P E r Truss' D1 and Warnings before construction commences. building component.Applicability of design parameters and proper f ' 2.204 compression web bracing must be installed where shown+, incorporation of component Is the 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 / i 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` � ' DES. BY: EE is the responsibility of the erector.Additional permanent bracing ofsheathingplywood sheelhln C and/ort Ii BC. a continuous bridging such as DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. ( ) / .10 Q 4.No bad should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON �(/ SEQ. : 6 03 7165 fasteners are complete and at no time should any loads greeter then 5.Design assumes fosses ere to be used Inc non-corrosive environment •_ ,�b design loads be applied to any component and ere for"dry condition'of use. / 1. Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun beating at a6 supports shown.Shim or wedge If O 14, `L tr"� fabrication,handling,shipment and Installation of components. Dnesign assessary. ill R`` �. 6.This design is furnished subject to the limitations set forth by8.Design assumes adequate bothrainage Is provided. 'Y, n L- I III I III VIII IIIb)VIII VIII VIII 1111 IIIb g 1 8.Pietas shall be located on faces of truss,and placed so their center TPIANfCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= -5126 1156 1- 7e(-684) 2978 7- 2= •566 2502 BC: 2x6 KDDF #15BTR 2- 3e -3372 842 7- 8e))•680) 2954 2- 8= -1360 424 WEBS: 2x4 KDDF STAND; LOADING 3. 4= -3376 838 8. 9= -372) 1990 8. 3= -1214 4854 2x8 DF SS A; LL=25 PSF Ground Snow (Pg) 4- 5= -3446) 750 9. 5= -370) 1988 8- 4= -156 306 2x6 KDDF #2 B TC UNIF LL 50.0+OL 14.0 = 64.0 PLF 0'- 0.0' TO 11'• 8.0' V 5- 6= 0 86 4- 9= -176 84 BC UNIF LL 522.4+DL 375.2 = 897.6 PLF 0'• 0.0' TO 4'• 8.0' V TO LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( O.OI+DL 20.0 = 20.0 PLF 4'• 8.0' TO 11'- 8.0' V BC LATERAL SUPPORT<= 12'OC. UON. BEARING MAX VERT MAX HORZ BUG REQUIRED BAG AREA AODL: BC CONC LL+DL= 3551.0 LBS @ 5'• 8.0' LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 0.0' 12.0' 0'• 0.0' -1280/ 5692V -197/ 189H 5.50' 9.11 KDDF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0' -688/ 3059V 0/ OH 5.50' 4.89 KDDF ( 625 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,C818 (or no prefix) =CompuTrus, Inc ICOND 2' Design checked for net(•5 Bsf) uplift at 24 'ac spacing.) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021' @ 3'- 1.3' Allowed= 0.537' ( 2 ) complete trusses required. MAX TL CREEP DEFL= -0.058' @ 3'• 1.3' Allowed = 0.717' -sr Join together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = •0.001' 9 12'- 8.0' Allowed = 0.100' nails staggered at: MAX TL CREEP DEFL= •0.001' @ 12'• 8.0' Allowed = 0.133' 9' oc in 1 rows throughout 2x4 top chords, \n/ 5' oc in 2 rows throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005' @ 11'- 2.5' *** HANGER TO APPLY CONC. XX 9' oc in 1 rows throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011' @ 11'• 2.5' LOAD(S) EQUALLY TO ALL MEMBERS. /Y\ 9' oc in 2 rows throughout 2x6 webs. NOTE:Desi n assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. 3-03 2-07 2-07 3-03 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mphh=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10t M-4x6 (All eights), Enclosed Cat.2, Exp.6, MWFRS(D>.r), 14.00 V n \14.00 load duration factor=1.6, 34.0" • Truss oads in the dplaneeoffthetrussor ind I M-3xJo0M-5x1a � ..... 4i1i1IiI o ► 11ZnIO® • ooc 1-- M-3x8 M-8x10 M-1.5x3 M-5x10 ***)3551# * )- )- y y 3-01-04 2-08-12 2-08-12 3-01-04 y J, y 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 ��vtD PR OFFS JOB NAME: 5-A POLYGON NH - D3 Scale: 0.2557 .`"15/2i/[77 G(NE %2 WARNINGS: GENERAL NOTES,unless otherwise noted: .4t. • 1, 1.Builder and erection contractor should be advised of ell General Notes t This design Is based only upon the parameters shown and Is for an individual ;92sePE r end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D 3Incorporation of component Is the responsibility of the building designer. 2.2z4 compression web bracing must be Instated where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `p / po ty P continuous sheathing such as plywood sheathing(TC)and/or dryweli(BC). ' ' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be rippled to any component until after all bracing and 4.Installation at truss Is the responsibility of the respective contractor. 7 A OREGON 441 SEQ. : 603 7166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used to a non-corrosive environment, L. 'if it. �. design bads be rippled to any component and are for"dry condition'of use. / '1 Y -.2c -�- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at al supports shown.Shim or wedge if 4 fabrication,handing,shipment and installation of components. necessary. MF 1 gPo 7.Design assumes adequate drainage Is provided. C{�R 11. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both laces of tnra,end placed so their center 111111111111111111 ) requestlines coincide with joint center Ines.9. MTe USA,lnc./CopuTtus Software 7.6.6(1LE 10.Digits Indicate coof rbasiconnecorpltedesign values see ESR-1311,ESR-1988(Wei) EXPIRES:12/31/2015 III III (III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE= 1.15 IBC 2012 MAX MEMBER FORCES 2.4r(0) 0q=1.00 BC: 2x4 KDDF N18BTR SPACED 24.0. O.C. 2.3=( 0) 86 2.4=(0) 0 2.3=(-217 180 TC LATERAL SUPPORT <= 12'OC, UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES) OVERHANGS:' 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' .32/ 399V -117/ 260H 5.50' 0.64 KDDF 625) Connector plate prefix designators: 5'• 9.2' -164/ 198V 0/ OH 1.50' 0.32 KDDF 625 C,CN,C18,CN18 or no prefix = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 139V 0/ OH 5.50' 0.22 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. )GOND. 2: Oesign .h -k d for n tl• pef)yplift at 94 'gc en�ri_n=n I 5-10 THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = •0.002' @ -1'• 0.0' Allowed = 0.100' '- -r' MAX TL CREEP DEFL= -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.300' @ 3'• 6.1' Allowed = 0.559' MAX TO PANEL TL DEFL = -0.260' @ 3'- 4.1' Allowed= 0.838' ri MAX HORIZ. LL DEFL = -0.004' @ 5'- 9.2' MAX HORIZ. TL DEFL = -0.004' @ 5'- 9.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� ,� Truss designed for wind loads CD in the plane of the truss only. c; 0 0 IA; r` 0 CO 0 0� l'7 0 ►� 4=� M-3x4 1 ). y y 1-00 6-00 (PROVIDE FULL BEARING; t ' 4 3] li3O PR JOB NAME: 5-A POLYGON NH - J13 Scale: 0.4261 <5 ��AGIN p°Fp�`( WARNINGS: GENERAL NOTES,unless otherwise noted: tV� (J/Z Z,II 7 2„9. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -Ct. ^92 e QP E S' Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown a. incorporation of component Is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during constructor 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��,. the overall structure is the responsibilityof the designer. continuous sheathing such as plywood shoed where and/or drywall(BC). `roan.,.- DATE: 8/22/2014 building e 3.2x Impact bridging or lateral bracing required where shown++ a ft SEQ. : 60371694.No load should be applied to any component until after all bracing and 4.Instal etion of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �` qf TRANS ID: 406556 design loads be applied to any component and are for"dry condition"of use. �O y 4, Q� 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 2 A+ fabrication,handing,shipment and Installation of components. necessary. j - 6.This design Is furnished subject to the imitations set forth by7.Design assumes adequate one bothn drainageacIsprovided.truss, 'y-M1:110'" TPIIWTCA in BCSI,copies of which will be furnished upon rquest. e•nes coates incide with jointt center fines s of truss,and placed so their center IIIIII VIII VIII III I VIII IIID IIID III(III MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.0.For ih sic ccoonnecto rplate design values see ESR-1311,ESR-1999(MiTek) EXPIRES:12/31/2015 1E11 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FOORCES6 2S WR/(0)/p= 1'00 TC: 2x4 KDDF I)1&BTR LOAD DURATION INCREASE = 1.15 1-2= BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2.3= -581 500 3.4= -164 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5= -21 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 3.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 375V -204/ 454H 5.50' 0.60 KDDF 1 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -421/ 476V 0/ OH 1.50' 0.61 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0' -125/ 122V 0/ OH 1.50' 0.16 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS MINIMUM OF 10 PSF. f (GOND 2 Design checked for net(_5 D<f) uplift at 24 'ac 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' 0 -1'- 0.0' Allowed = 0.133' MAX LL DEFL= -0.000' @ 10'- 3.0' Allowed= 0.025' MAX TL CREEP REEL = -0.000' @ 10'- 3.0' Allowed= 0.033' MAX IC PANEL LL DEFL= 0.144' @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL= -0.145' @ 3'- 2.5' Allowed = 0.864' MAX HORIZ. LL DEFL= -0.012' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. /6: Design conforms to main windforce-resisting systemp and components and cladding criteria. 0 Wind: 1A11mHeights),2Enclosed,4Cat.20LExp.,ASCE 7-101 load duration factor=l.6 o Truss designed for wind loads mC:.1 in the plane of the truss only. 0 C:) 0 �, O 1-00 6-00 4-03 ��to PR OFFS JOB NAME: 5-A POLYGON NH - J12 Scale: 0.2960 \�� G(2"ZE s�o�J_ WARNINGS: GENERAL NOTES,unless otherwise noted: �C vn r/�`" PC v'' 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and Is for an Individual C . =92 0 0 P E { Truss: J12 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. P. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their length by ` /® P h continuous sheathing such as plywood sheathing(TC)and/or drywea(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON to SEQ. : 603 717 0 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ;,b, A. design loads be applied to any component end are for*dry condition-of use. .6 'q)! 2� -t- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes rag beating atoll supports shown.Shim or wedge if Q 1 4, (� fabrication,handing,shipment and Installation of components. Dne sign . _ _MF b n y�k..V 9Do 7.Design assumes adequate drainage Is provided. C`rl rl 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center - - TPIANTCA In I,copies of h will be furnished upon 111111111111111111111111 VMtie USA,lncSCompuTrua 8oltware 7.6.6( 1 L)E request. 10.For basic connector lines coincide with jo onectoroplate design values see ESR-1311,ESR-1988(MITek) int center Ones. 9.Digits Indicate size ofplate in Inches. EXPIRES:12/31/2015 • III IIIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 86 2.6= BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. (0) 0 2.3= -636 500 3.4= -243 97 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5= -76 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0' 10.6' TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES Connector ppl (ate prefix designators: LL =25 PSF Ground Snow (Pg) 0'- 0,0' •22/ 376V -213/ 495H 5.50' 0.60 KDDF 625 C,CN,C18,CN18 (or no prefix) KDDF 625 M,M2OHS,M18HS, 16= MiTek M series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -415/ 473V 0/ OH 1.50' 0.61 KDDF 625 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 10'- 0.0' -210/ 207V 0/ OH 1.50' 0.27 KDDF 1625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. / 5 ', (GOND. 2: Designhec ckn ed for net( p )yplift at 24 'oc spacin_I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX VERT: DEFL = •0.002' @ -1'• 0.0' Allowed= 0,100' MAX TL CREEP DEFL = -0.003' @ •1'- 0.0' Allowed= 0.133' MAX LL DEFL = •0.002' @ 10'- 10.6' Allowed= 0.088' MAX TL CREEP DEFL = -0.002' @ 10'- 10.6' Allowed= 0.117' MAX TC PANEL LL DEFL= 0.144' @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL= -0.145' @ 3'- 2.5' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.014' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.014' @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. 7 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 Wind: 140 mph/ h=25,6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 it() )All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=l.6 Truss designed for wind loads •- ,- c%) in the plane of the truss only. 0 cr0 (1. 6' M-3x4 J. J. J. y 1-00 6-00 4-10-09 PROVIDE FULL REARING Its•2 6 3 4I , o3 PRJOB NAME: 5-A POLYGON NH - J11 scale: 0.2753 co-cc.,i\ Fe�siO WARNINGS: GENERAL NOTES,unless otherwise noted: 4, f Z Z/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ^92 •.P E �1.- Truss: J 1 1 and Warnings before construction commences. building component.Appiicabmty of design parameters and proper 2.2x4 compression web bracing must be Installed whore shown+. Incorporation at 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 braved at /� DES. B Y: EE Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: B/22/2014 responsibility g g continuous sheathing such as plywood sheething(IC)and/or drywall(BC). te �_" the overall structure Is the of the building designer. 3.2x Impact bridging or lateral bracing required where shown«+ C 4.Na load should be applied to any component until atter an bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 603 7171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, �G b ., TRANS ID: 406556 design loads be applied to any component and are for"dry condition"of use. ''11, O� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim or wedge If -Q 14, Z P� fabrication,handing,shipment and installation of components. ecessary. r_ 6.This design is furnished subject to the Imitations set forth by7.Designlatesassumes adequate one otdrhi aceage Is f provided.and A`` �. 1111111 VIII VIII I III VIII VIII VIII IIII IIII 8.Plates shall be located both faces of truss, placed so their center b TPIA4/ICA In SCSI,copies of which velli be furnished upon request. lines coincide with jointpcenter Ines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)•E 10.Forribasicicate connector plate de esign values see ESR-1311,ESF44988(MITek) EXPIRES:12/31/2015 IIll IIIA(() This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C. 2.3= -562 j} 497 3.4= -139 88 TC LATERAL SUPPORT<= 12'0C. UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF L ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0' -22/ 375V -199/ 435H 5.50' 0.60 KDDF 625 Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 11.2' -417/ 474V 0/ OH 1.50' 0.61 KDDF 625 M,M2OHS,M18KS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6' -94/ 108V 0/ OH 1.50' 0.17 KDDF 625 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VER(GOND 2 Design checked for net(-S psf) uplift at 24 'oc s acp ina.I .'- -, MAXTLLAL DEFLF= -00I00002' 99IT-1 - 0.0'0 Allowed80 0.100' MAX TL CREEP DEFL = -0.003' @ -1'. 0,0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL = -0.146' @ 3'• 2.5' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.012' @ 9'- 10.8' MAX HORIZ. TL DEFL = -0.012' @ 9'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140mphh=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 14,00 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads cm in the plane of the truss only. 0 .3. o N CV 0 1-- C'') 0 to //-3x4 5._. A- J. J. ). J. 1-00 6-00 3-11-09 (PROVIDE FULL BEARING:Jts:2.5.3.4) JOB NAME: 5-A POLYGON NH - J10 -(«.. PROF�s' Scale: 0.2937 NCj GIN. j�� /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z /r�2(+/l y 1 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 CC' o S P E r Truss: J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/ordrywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ -10 �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. ")7` ,�OREGON Ix �+c! SEQ. : 6037172 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, design loads be applied to any component end are for'dry condition'oI use. y 2� •-� TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes Nil beefing at all supports shown.Shim or wedge II O �r p1 14, 1] fabdcation,handing,shipment and Installation of components. Desessary. - r'1 R k.C5 g P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center - PINVTCA BCSI,copies of width will be furnished upon tin s IIIII I I I IIIII I I IIIII I I I IIIII(III(III MTIToUSA,I 1C./CO PUTrus Software 7.6 6(1 L)E request. 10.For basic connectorincide with oint center Ines. plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0))) 86 2.5= BC: 2x4 KODF A188TR SPACED 24.0' O.C. 2.3=+-483) 427 3.448 = -111) (0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -24/ 378V -179/ 3916 5.50' 0.60 KODF 625 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KODF ( 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -377/ 439V 0/ OH 1.50' 0.56 KDDF 625 M,M2OHS,M18HS, 16= MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6' -50/ 55V 0/ OH 1.50' 0.09 KODF 625 LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOADD IS A MINIMUM OF 10 PSF. IDDND. 2: Design h .k d for n t( 5 psf) uplift at 24 'oc s a Inn I -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0,003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.153' @ 3'- 4.8' Allowed = 0.576' MAX TC PANEL TL DEFL= -0.156' @ 3'- 2.5' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.009' @ 8'- 10.8' MAX HORIZ. IL DEFL = -0.009' @ 8'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14,00 7 Wind: 140 mph h=24,5ft, TCOL=4.2,BCDL=6,0, ASCE 7-10 (All Heights), Enclosed, Cat,2, Exp,B, NWFRS(Dlr), load duration factor=l,6 c' Truss designed for wind loads in the plane of the truss only. 0 c 0 ci a �Itl O 5. . M-3x4 z- 1, ), y )- 1-00 1-00 6-00 2-11-09 PROVIDEFU B ARIN.;Jts'2.5 4I JOB NAME: 5-A POLYGON NH - J9 �,�o PROF- Scale: 0.3208 ���AG''N `01,4 WO�I_ WARNINGS: GENERAL NOTES,unless otherwise noted: 45 O2 /7. 1 1.Builder and erection contractor should be advised daft General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 . 1921.0 P E r Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2u4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 +� DATE: 8/22/2014 p, tybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/r'_* the overall structure Is the responsibility of the 3.2x Impact bridging or lateral bracing required where shown++ QZ 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. SEQ. : 6037173 fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, OREGON b <Ci design loads be applied to any component. and are for"dry condition"of use. L" -- s� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If ./O � '/4, Z0 F fabrication,handing,shipment and Installation of components. necessary. MF � . 6.This design Is tarnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. C• p I IIIIII 1 VIII I III VIII VIII VIII III IIII gJ by 8.Plates shall be located on both faces of truss,and placed so their center R r 1 TPIIWiCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center fines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)•E 10.For basic connector plate design values see ESR-1311,ESR-1999(MfTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF A186TA SPACED 24.0' O.C. 2417 361 3.4= -107 44 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0' -24/ 378V -159/ 348H 5.50' 0.60 KDDF 625 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 5'. 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 11.2' -359/ 432V 0/ OH 1.50' 0.55 KODF 625 M,M2OHS,M18HS,M16 = M>,Tek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50' 0.02 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONO 2 Design checked for net( s psf) uplift at 2a 'oc spacino I -, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' ii MAX TL CREEP DEFL = -0.003' @ -1'. 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.197' @ 2'- 11.6' Allowed = 0.576' MAX TC PANEL TL DEFL= 0,178' @ 2'- 11.6' Allowed = 0.864' MAX HORIZ, LL DEFL = -0.008' @ 5'- 11.2' MAX HORIZ. TL DEFL = -0.007' @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 it Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mph h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads a o1 in the plane of the truss only. ,- 0 0 0 0 0 , E� 0 5..... 0 M-3x4 , y 1 y 1-00 6-00 1-11-09 (PROVIDE FUL BFARING;Jts:2N5.3,41 JOB NAME: 5-A POLYGON NH - J8 ��,` 0 PRQp Scale: 0.3559 �5� (Cl/Zz/1!' s/62'f WARNINGS: GENERAL NOTES,unless otherwise noted: r 7' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ^92 S f PE Truss: J8 and Warnings before construction commences. building component.Applicabilityof design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'a•c.end at 10'o.c.respectively unless braced throughout their length by P ty continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +� Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbliy of the respective contractor. 7L 4,OREGON, �1 SEQ. :TRANS I D: 406556 6037174 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 `E design loads be appied to any component. and are for-dry condition'of use. y 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes NII bearing at all supports shown.Shim or wedge If O 14, P fabrication,handing,shipment and Installation of components. necessassumes ary.Design adequate drainage Is provided. if 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locatedonfaces of truss,ad placed so their center R R y L1' lines IIIIII VIII 11111 III 1111 111 I IIII 1111 1111 MiiTTch SA,lnc./CompuTrus Software 7.6.6(1 L)-E request. 10.For basic coincide with oroplate design values sea ESR-1311,ESR-1988(MITek) int center Ines. 9.Digits indicate size ofplate in Inches. TPI/VVTCA in BCSI,copies of which MI be furnished upon EXPIRES:12/31/2015 1E111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.50(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. 2.3=(+-334)) 185 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4= 83 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0' 11.6' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) 0'. 0.0' -34/ 393V -133/ 325H 5.50' 0.63 ODE 6251 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 146V 0/ OH 5.50' 0.23 KOOF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 6'- 0.0' -288/ 272V 0/ OH 1.50' 0.35 KDDF 625)= MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY ISO 2012. ICOND. 2: Design checked for net( pnf) uplift at 24 'ac spacing ) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. / 4 -! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.002' @ 6'- 11.6' Allowed = 0.096' MAX TL CREEP DEFL = -0.003' @ 6'- 11.6' Allowed = 0.128' MAX TC PANEL LL DEFL = 0.295' @ 3'- 7.3' Allowed = 0.576' MAX IC PANEL TL DEFL = -0.290' @ 3'- 5.2' Allowed = 0.864' ° MAX HORIZ. TL DEFL= -0.006' @ 5'- 11.2' 12 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=1.6 ,* c Truss designed for wind loads ao in the plane of the truss only. ao 0 of CD_ 12 o =� 5 a -, 0 M-3x4 L. ). y ), 1-00 6-00 0-11-09 )PROVIDE FULL BEARING' t : S ) 9,0 PR JOB NAME: 5-A POLYGON NH - J7 Scale: 0.3882 s5.<(.. NE�Fep`.,, Wo WARNINGS: GENERAL NOTES,unless otherwise noted: ;4C? IZGtI! I _ 217. 1,Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual :4 . ^92•D P E r' Truss: J 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building esigner. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. B Y: E E Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.s.respectively unless braced throughout their length by �� +� DATE: 8/22/2014 responsibility 9 9 continuousactsheathing such es requiredd n where s endlordrywell BC. �ti= the overall structure is the of the bulMin designer. 3.20 Impact bridgingor lateral bracing shown++ CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6037175 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, �L" I� - ik design loads be rippled to any component. and are for"dry condition"of use. J ,9 Q� ic TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppIs orts shown.Shim or wedge If 4 14 2 �t�-} tallation of 6.This design is furnished subject to thfabrication,handling,shipment and e lmitatl ns set forth bybi 8.Design shall be locatedumes on on bothe )faces of truss,and placed so their center necessary. �d. �R R V�� `- 111111111111111111111110.TPIANrCA in SCSI,copies of which will be furnished upon request. ones coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. MiTak USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 III IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FOORCES) 86 4WR/(OFfCq=1,00 TC: 2x4 KDDF#13BTR LOAD DURATION INCREASE = 1.15 ) 0 BC: 2x4 KDDF#16BTR SPACED 24.0' O.C. 2-3=(-223) 184 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -119/ 265H 5.50' 0.64 KDDF ( 625 5'- 9.2' 0/ 145V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 11.6' -164/ 201V 0/ OH 1.50' 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ND2 Design checked far net(.5 M t) uplift at 24 'bc spacing.) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICO 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' (_ MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed= 0.133' /- -/ MAX TC PANEL LL DEFL = 0.333' @ 3'- 7.0' Allowed = 0.572' MAX TC PANEL Ti DEFL = -0.285' @ 3'. 4.9' Allowed = 0.858' �( MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.bi, Truss designed for wind loads w in the plane of the truss only. 0 U, �, o Co 0 00 0 U, �� - :� 4► 0 M-3x4 A- ; J. ). 1-00 6-00 (PROVIDE FULL BEARING;,Jts: ,4.31 JOB NAME: 5-A POLYGON NH - J6 ``��� PRo�Fs Scale: 0.4179 �� (G C/~,'N 7Ei s/O WARNINGS: GENERAL NOTES,unless otherwise noted: rnn` / E 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual T •P E end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 6incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability dudng construction 2 o.c.and at 10'ac.respectively unless braced throughout their length by 4IIfr' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). DATE 8/22/2014 the overall structure Is the responsibility of the bulldog designer. 3.2z Impact bddping or lateral bredng required where shown ++ .- 4.No load should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A OREGON: b 4% SEQ. : 6037176 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ..sses are to be used Ina non-corrosive environment, 'if \ A, TRANS I D: 406556 design loads be eppied to any component and are for"dry condition"of use. < -1 1, 20 ^t,.5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes tun beating at all supports shown.Shim or wedge If Q 14 fabdcetlon,handing,shipment and Installation of components. necessary. - ii R`1.,' 9 P7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center INVTCA in BCSI,copies of which will be furnished upon lines (III'III I 11111 III)(III I III(III(III(III MTe USA,Inc./CompuTrus Software 7.6.6(1 L)E request. 10.For baassicconnectorde with oplate design values see ESR-1311,ESR-1988(MiTek) int center Ines. 9.Digits indicate size ofplate In Inches. EXPIRES:12/31/2015 11IIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24,0' O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <s 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -22/ 375V -100/ 227H 5.50' 0.60 KDDF 625 4'- 10.8' -166/ 179V 0/ OH 1.50' 0.29 KOOF 625 Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 70V 0/ OH 5,50' 0.11 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r 1 I.REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. - ' ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0,003' @ -1'- 0,0' Allowed = 0,133' T f MAX LL DEFL = 0.000' @ 0'. 0.0' Allowed = 0.029' f- -s MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039' MAX TO PANEL LL DEFL = 0.140' @ 2'- 10.1' Allowed= 0.470' MAX TC PANEL TL DEFL = -0.132' @ 2'- 10.3' Allowed= 0.705' MAX HORIZ. LL DEFL = -0.003' @ 4'- 10.8' MAX HORIZ. TL DEFLgg= -0.003' @ 4'- 10.8' NOT12 does notEexceedn19%assumes time ofumanufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6 Truss designed for wind loads cin the plane of the truss only. 0 0 r 0 U, �� 0� o �►� ►=a4 � M-3x4 y /. )' 1-00 6-00 ,1 1 , 1: 1 JOB NAME: 5-A POLYGON NH - J5 Scale: 0.4549 5-‹as rgvE F"Asia 4Z.WARNINGS: GENERAL NOTES,unless otherwise noted: '"8,12z/fr fr ! 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 L ' ^92•_dP E f Truss: J5 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'Oft f the building designer, / 3.Additional temporary bracing to insure stability during construction 2.Design assumes mo top and bottom chords IPA laterally braved et DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by41/010V 4�r" DATE: 8/22/2014responsibilitybuilding designer. 2obrintinuous dgenrpsuerles jgrequired gershownC) rdryweli(BC). •---0 the overall structure is the res nslblli of the 3.Zx impact bridging or lateral bracingrequired where shown++ CC. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON 4' SEQ. : 6037177 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere lutists:used Ina non-corrosive environment. , design Mads be eppied to any component and ere for'dry condition'of TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge If �Q 1[) 2�(7�t�, nfabrication,handling,shipment and installation of components. Designeessary. A V`- e.This design is finished subject to the limitations set forth by7. latesassumes adequateon both lc drainage is f provided.,a 'V/ A �. 1111111111111111 g 1 9.Plates shall be located both faces truss,end placed so their center R r 1 TPIMn'CA In SCSI,copies of which will be furnished upon request. Tines coincide with jointpcenter Ones. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits rrlb indicate ics onnecttor 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 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N15BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KODF /15BTR SPACED 24.0' O.C. 2-3=1.132 131 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA OL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -10/ 346V -81/ 1896 5.50' 0.55 KDDF ( 625 3'• 10.8' •165/ 160V 0/ OH 1.50' 0.26 KDDF ( 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 60V 0/ OH 5.50' 0.10 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED L REQUIREMENTSAOF IBCS20112 ANDNOT LIRY C DU2012 NOT BEINGE TO THE AMET. 10050 2: Design checked for net(_,5 osf)upliftsoacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 3-11-0g AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TLE MAXLL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.079' i' f MAX TL CREEP DEFL= 0.000' @ 0'- 0.0' Allowed = 0.105' MAX TO PANEL LL DEFL= 0.054' @ 2'- 2.1' Allowed = 0.367' f- MAX BC PANEL TL DEFL = -0.037' @ 3'• 1.4' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.002' @ 3'- 10.8' b MAX HORIZ. TL DEFL = -0.002' @ 3'- 10.8' 12 14.00 not exceed 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 mphh=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t o lAll Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), oad duration factor=1.6 Truss designed for wind loads G in the plane of the truss only. v ,, Cd 0 O -r- ,..0 f � �� 0 4 M-3x4 y y k 1-00 6-00 :. r , „ , , ., JOB NAME: 5-A POLYGON NH - J4 4?' PROF�ss Scale: 0,5091 `� G.1NE ' WARNINGS: GENERAL NOTES,unless otherwise noted: �451 �n2'"/ am' 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 aO P E r end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 4incorporation of component is the responsibility of the building designer. 2.and compression web bracing must be installed where shown 2.Design assumes the top and bottom chords to be laterally braced at41101, 3.Additional temporary bracing to Insure stability during construction Y o.c.end et 10'o.c.respectively unless braced throughout their length by ` /� DES- BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). / '!� " DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 )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. OREGON10 SEQ. : 6 03 717 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, G N� A, design bads be applied to any component and are for"dry condition"of use. '� Z� s TRANS I D: 406556 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes fun bearing at aft supports shown.Shim or wedge If O 14 O P fabrication,handing,shipment and Installation of components. Dnesign as. n`1 9Po 7.Design assumes adequate drainage Is provided. FM - 6.This design is furnished subject to the imitations set forth by S.Plates shall be locatedppon both faces of truss,end placed so their center 1111111111111111111 VMRe USA,lnCTPI/WTCA In SCompuT I,copies of 9 whSoftware 7 h will be furnished 6 6(1 L)•E upon request. 10.Folinr basic connector coincides joint B.Dig plate design values see ESR-1311,ESR-1966(MITei) Digits Indicate size of late In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 , IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 N16 BC: 2x4 KDDF BTR SPACED 24.0' 0.C. 2.3=1.81 106 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -5/ 318V -62/ 153H 5.50' 0.51 IMF ( 625 2'- 10.8' -160/ 141V 0/ OH 1.50' 0.23 NODE ( 625 Connector plate prefix desi nators: LL =25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 53V 0/ OH 5.50' 0.09 KODF ( 625 C,CN,C18,CN18 (or no prefix =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 pot)y lift at 24 'cc spacine I 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 LL DEFL = 0.000' @ 0'- 0.0' Allowed= 0.129' 2-11-09 MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6' Allowed= 0.254' MAX TC PANEL TL DEFL = -0.016' @ 1'. 8.2' Allowed= 0.398' MAX BC PANEL TL DEFL = -0.030' @ 3'- 1.4' Allowed = 0.339' A- -y 12 MAX HORIZ. LL DEFL= -0.001' @ 2'- 10.8' MAX HORIZ. TL DEFL = 0.001' @ 2'- 10.8' 14.00 7NOTE:Design assumes moisture content does / not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads •.-- in the plane of the truss only. d' M O 0 8 O/- O mg M-3x4 A- ..1, A. A 1-00 .:r r ., , • • 6-00 �p PROF JOB NAME : 5-A POLYGON NH - J3 Scale: 0.5712 Gj��l�\`y�f,GI7NF/�gp'e6s/� WARNINGS: GENERAL NOTES,unless otherwise noted: <b\ v t iz zI! , O* 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t' ^9G 0 O P E 9r Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be latonally braced at DES. BY: EE2'o.e.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweil(BC), /"rlwar.• *v DATE: B/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `O Cr 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibialy of the respective contractor. .7L OREGON �i( / S E Q. : 6037179fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In non-corrosive environment, b design loads be applied to any component, and are for'dry condition"of use. - . 1 k 0 TRANS ID: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 1 4, • A. necessary. A I V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 'Y/ :p v ' 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n R 11111111111111111 MITe USA,IncTPINVTCA in ./CompuTrus s I,copies of Software 7.6.6(1 L)E h will be furnished upon request. cide with joint center Ines. 0.For bs asic con size connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES6 4WR2-4/D0)/C-1'00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 911,BTR SPACED 24.0' O.C. 2-3..(-62) 83 TC LATERAL SUPPORT<= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'• 0.0' •34/ 295V -44/ 117H 5.50' 0.47 KDDF ( 625 1'- 10.8' -139/ 127V 0/ OH 1.50' 0.20 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0,0' 0/ 50V 0/ OH 5.50' 0.08 WOOF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,l)16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2 De<jgn checked for net(-S psf) uplift at 2a 'ox spacine.l 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 = 0.004' @ 0'- 12.0' Allowed = 0.163' 1-11-09 MAX TO PANEL TL DEFL = -0.005' @ 1'- 1.4' Allowed = 0.244' T '' MAX BC PANEL LL DEFL = 0.009' @ 2'. 8.6• Allowed = 0.254' MAX BC PANEL TL DEFL = -0.023' @ 3'• 3.8' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.8' 14.00 7 MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.8' s- -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), e load duration factor=1.6 rn Truss designed for wind loads e in the plane of the truss only. vr N O 0 O„,_ 8 0 --/Qi` ►� ►t4 M-3x4 A- ,1 y y 1-00 r 6-00 JOB NAME: 5-A POLYGON NH - J2 gyp, © IN 6 Scale: 0.6380 cp /Zzea cS/0 WARNINGS: GENERAL NOTES,unless otherwise noted: g /7,' 1.Builder and erection contractor should be advised of all General Notes 1.ThIs design Is based only upon the parameters shown and Is for an individual a 9 jQP E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 2 Incorporation of component Is the responsibility of the building designer. 2.2x4 compressional web bradng must be stability where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.a.and at 10'a.c.respedWey unless braced throughout their length by161111"P' DES. BY: EE la the responsibility of the erector.Additional permanent bredng o1 continuous sheathing such as plywood sheathing(TC)and/ordrywal(BC). ,."6,11111110, ..DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ s/ (,Q 4.No bad should be tippled to any component until after all bracing and 4.Installation of truss la the responsiblily of the respective contractor. 7, ,i OREGON' SEQ. : 6037180 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, `J �� �� design loads be applied to any component and are for"dry condition'of use. .1 y 2,0. b.4- TRANS I D: 406556 5.CompuTnis has no control over and assumes no responsibility for the 8.Design assumes toll bearing at all supports shown.Shim or wedge If O 1 4, fabrication,handing,shipment and Installation of components. necessary. 4,j'R R`�� g P Po 7.Design assumes adequate drainage Is provided. C, 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center - CA In I,copies of ch will be furnished upon lin s ide with IIIIII VIII ITN III IillI'll VIII IIII IIII M1Tch USA,lnc.//CompuT s(Software 7.6.6(1 L)-E request. 10.For basiccco nectoroint platdesign values see ESR-1311,ESR-1988(Wok) nter lines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IiihIIIIllllI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N16BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 - BC: 2x4 KDDF R18BTR SPACED 24.0' 0.C. 2.3=(-99) 174 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -1701 327V -26/ 82H 5.50' 0.52 KODF ( 625 0'- 10.8' -74/ 166V 01 OH 1.50' 0.27 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL , , ,. I. ,. ,. - REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL= 0.001' @ 0'- 8.2' Allowed= 0.059' MAX TO PANEL TL DEFL = -0.001' @ 0'- 7.9' Allowed = 0.088' MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.339" T 0-11-09 1' MAX HORIZ. LL DEFL = -0.001' @ 0'- 10.8' MAX HORIZ. TL DEFL = 0.001' @ 0'- 10.8' 12 NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 /,-. (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. b o g- o o'` 0 0 �� cJ o% ► .14 -/ -3x4 A- J, J, y 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME: 5-A POLYGON NH - J1 ���, o PROF�ss. Scale: 0.6505 ,Cj ..`AG'INE wp WARNINGS: GENERAL NOTES,unless otherwise noted: _�k� v"/2 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 -7'92.111 P E and Warnings before construction commences. building component.Applicability of design parameters and proper /, Truss: J 1incorporation of component is the responsibility of the building designer. /J 2.2x4 compression web bracing must be installed whore shown t. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 19'o.c.respectively unless braced throughout their length by �,�' DES- BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheething(TC)and/or dryweli(BC). .,,./.499. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown+* Q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibiily of the respective contractor. 'j7` 4_OREGON�1), t SEQ. : 603 7181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be appied to any component and are for"dry condition'of use. '�'� 2� } A. TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 6•Design assumes lull bearing at all supports shown.Shim or wedge if 14 P necessary. MF+I R'L�, fabdcotion,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center BCSI,copies of whch will be lines ncide with joint center lines. 1111111 VIII 11111111111111111111111 IIIVIIIVIIIVIIIVIII(III(III MiTekSA,tlnc./CompuTrus ISoftwaref 7.6.6(1 L Eurnished n request. 10.Digits rasic cob size ecttoroplae design values see ESR-1311,ESR-1988(MITok) EXPIRES:12/31/2015 IIII Mill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0. O.C. 2- 3=(•446) 269 7- 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3. 9=(-77) 73 LOADING 4- 5=(-237) 93 TC LATERAL SUPPORT<= 12'OC. UON, LL( 25,0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 11.6' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' 0/ 287V -133/ 325H 5.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8' -159/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) 5'- 11.6' -209/ 221V 0/ OH 1.50' 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (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' 6-11-09 MAX LL DEFL = -0.003' @ 6'- 11.6' Allowed = 0.096' MAX TL CREEP DEFL = -0.003' @ 6'- 11.6' Allowed = 0.128' MAX TC PANEL LL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.196' --/ MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295' MAX TO PANEL LL DEFL = 0.011' @ 4'- 8.8' Allowed = 0.290' MAX TC PANEL TL DEFL = -0.012' @ 4'- 7.5' Allowed = 0.434' MAX HORIZ. LL DEFL = -0.006' @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.006' @ 5'- 10.8' NOTE:Design assumes moisture content does 12 not exceed 19%at time of manufacture. 14.00 7 Design conforms to main windforce-resisting CD system and components and cladding criteria. Wind: 140 mph h=23.3ft, TC01=4.2,BCDL=6.0, ASCE 7-101 d. o (All Neights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=1,6 co M-4x6 Truss designed for wind loads o in the plane of the truss only. 01 41° CD All, ,N - u; __, _w�3i c 9� ,.. o w e M-1.5x3 o M-3x4 M-3x4 M 3x4 y y y 2-03-12 3-08-04 J, ), y y 1-00j, 2-05-08 4-06-01 )' J• 6-00 0-11-09 [PROVIDE FULL BEARING:Jts:2.4.9.51 JOB NAME: 5-A POLYGON NH - J7C ����� INE' -6' Scale: 0.2881 \�j ! G)N�/]Qy/�y, /0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4l5 6/Zit' " -57 . 1.Builder and erection contractor should be advised of an General Notes 1.Thls design Is based only upon the parameters shown and is for an Individual ;920/PE r and Warnings before construction commences. building component.Applicability of design parameters and proper r Truss: J7C Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at - 3.Additional temporary bredng to insure stability during construction 2'o.o.and at 10'o.c.respectively unless braced throughout their length by 'oa DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d n BC. �'" DATE: 8/22/2014 g(res rvwe( ) �: Q the overall structure Is the responsibility of the building designer. 7.2z Impact bridging or lateral bracing required where shown++ � . 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. '37L OREGON�� � ` SEQ. : 6037182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. / 4 y 20 A TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing elan supports shown.Shim or wedge If O P 14, ,P. fabrication.handling,shipment and installation of components. necessary. �`R R'..��. 9 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,and placed so their center TPINVTCA In I,copies of which will be furnished upon Ines de with 11111111111111111 MITe USA,lnc!CompuTrus Software+7,6.6(1 Eequest. 10.For basic connectoroplate design values see ESR-1311,ESR-19118(MITek) int center Ines. 9.Digits Indicate size ofplate In Inches. EXPIRES:12/31/2015 1111 Hi This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 - TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(•32) 52 7.6=( 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0' 0.C. 2.3=(•372 267 6.8=(-39 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(.338) 286 3.8=(-76) 48 LOADING 4-5=(•112) 82 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED WIG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'• 0.0' 0/ 268V -119/ 265H 5.50' 0.43 KODF ( 625 Connector plate prefix designators: 2'- 10.8' -205/ 274V 0/ OH 1.50' 0.35 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'• 8.8' 0/ 61V 0/ OH 5.50' 0.10 KDDF ( 625 M,M2OHS,M18HS,1116 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' .83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(•5 sot) uplift at 24 "no spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = •0.004' @ 1'- 5.6' Allowed = 0.196' MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295' 5-11-09 MAX TC PANEL LL DEFL = 0.016' @ 4'• 7.5' Allowed = 0.290' '1 f MAX TC PANEL TL DEFL = 0.015' @ 4'- 7.5' Allowed = 0.434' • '` -/ MAX HORIZ. LL DEFL = •0.004' @ 5'. 10.8' MAX HORIZ. TL DEFL = •0.004' @ 5'- 10.8' 9 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v M-4x6 CD u; 0 8 41E' ; 4 .EIB .. o ,M-1.5x3 C M-3x4" M-3x4 0 M-3x4 A- 2-03-12 3-08-04 J. J. J. 1, 1-00 , 2-05-08 3-06-08 y 6-00 )PROVIDE FULL BEARING:Jts:2.4.84J JOB NAME: 5-A POLYGON NH - J6C -‹<Y°- al PROFfial Scale: 0.3244 5 GINggE�,,t� WARNINGS: GENERAL NOTES,unless otherwise noted: 4iC. /2 G/1 ! O2-p 1.sunder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CC 7^92 0 P E 1-- Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ����+• '� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+u O Q 4.No load should be applied to any component until after as bracing end 4.Installation of truss is the responsibiity of the respective contractor. '377 , OREGON 4(/ SEQ. : 6037183fasteners are complete and at no time should any loads greater than 5.Design assumes trussesltlon"ere to be used in a non-corrosive environment, /‘/)`TRANS I D: 406556 A. design loads be applied to any component end ere for'dry condof use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /Q �f' 14 20 A� necessary. ,1. �J,` fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. M11 v 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R R`t•- I IIIIiI VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. linescoincide w th joint center Ines. 9indicate Digits indicate size of plate In Inches. MRek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-7=(-32) 52 7.6=( 0) 18 BC: 2x4 KDDF M18BTR SPACED 24.0. O.C. 2-3=�-372) 267 6-8.(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4= -338 286 3.8=(-76) 48 LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12.00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50' 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND 2: Design checked for net( osfi uplift at 24 'oc s acg ing,^I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6' Allowed = 0.196' MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295' 5-11-09 MAX TC PANEL LL OEFL = 0.016' @ 4'- 7.5' Allowed = 0.290' MAX TC PANEL TL DEFL = 0.015' @ 4'- 7.5' Allowed = 0.434' f- -f MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8' o NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 0load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v M-4x6 ro e; o 4 p ru o Ailliwitf . Ont 2111.11.1'-'17 r..t�� u3 e= c 7 M 1.5x3 M-3x4 M-3x4 M-3x4 /- .1. ), )- 2-03-12 3-08-04 J• ). 1' b 1-001, 2-05-08 3-06-08 1 6-00 (PROVIDE FULL BEARING:Jts:2.4.8.5I ROp JOB NAME: 5-A POLYGON NH - J5C scale: 0.3224 \c�.��,�EGPN .._ Wo WARNINGS: GENERAL NOTES,unless otherwise noted: w (.]I���`1+ , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ^92.V P E ti' Truss: J 5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown s• 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 /// Y o.c.and at 10'o.c.respectively unless braced throughout their length by ` (�' DES. BY: E E Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). / *!p4- DATE: 8/22/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown v s O LZ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 4,, SEQ. : 6 037184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ins noncorrosive environment, 4. 2., 2-°_,Nb �� design bads be tippled to any component and are for"dry condition-of use. / y � TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If Q 1 4 �' fabrication,handing,shipment and installation of components. Dnesign assumes. (y . gPo 7.Design adequate drainage is provided.s, FR R I.LA- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center IANTCA in I,copies of ch will be furnished upon lines coincide with int center Dries. IIIIII(III II II I II 011 1111(I III II'I MTe USA,Inc./CompuTrus puTrus(Software+7,6.6(1 L)-E request. 10.For basic connector oplate design values see ESR-1311,ESR-1988(Welt) 9.Digits Indicate size of late in Inches. EXPIRES:12/31/2015 • 11111 III This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . IC: 2x4 KDDF 1/1&BTA LOAD DURATION INCREASE = 1.15 1.2oi 0) 86 2.7=(-58) 82 7.6=( 0) 18 BC: 2x4 KDDF R1&BTR SPACED 24.0' O.C. 2-3.(-150) 0 6.8=(-70) 9B 6-3= 0 52 WEBS: 2x4 KDDF STAND 3.4= -14) 44 3.8=(-119) 86 LOADING 4.5=) 0 0 TC LATERAL SUPPORT <c 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT r_ 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS:' 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' •34/ 317V -63/ 154H 5.50' 0.51 WOOF ( 625 Connector plate prefix designators: 2'- 10.8' -101/ 127V 0/ OH 1.50' 0.16 KODF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 6254 M,M2OHS,M18HS, 16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Qesign checked for net( pitLuplift at 24 'ac spa inr I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' I MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.004' @ 2'- 3.8' Allowed = 0.159' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.129' MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4' Allowed = 0.196' 3-11-09 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4' Allowed = 0.201' MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8' -, MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.007 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 .1 Wind: 140 mphh=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 It o (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Oir), load duration factor=1.6 46 o Truss designed for wind loads in the plane of the truss only. v 4 ,- c:., 0 t0 Mill111 0 AI8 .- A.--, til c M-1.5x3 c:) N MZ3x4 cu M-3x4 M-3x4 y y y 2-03-12 3-08-04 1, ) ). y 1-00 , 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING;Jts:2,4,B) JOB NAME: 5-A POLYGON NH - J4C <0' PROF`ss Scale: 0.4172 Cj GIN / WARNINGS: GENERAL NOTES,unless°thenNse noted: ��\ '4.'15/21/117 O� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual t 92�.0 P E 1- Truss: J4C end Warnings before construction commences. building component.Appiicadnty of design parameters end proper �// 2.2x4 compression web bredng must be instated where shovm+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE 2'o.c.and at 10•o.c.respectively unless braced throughout their length by ���, Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweti(BC). - `4' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ iel cc 4SEQ. : 6037185 .No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibity of the respective contractor. 7G OREGON �4., trussesfasteners are complete and at no time should any loads greater than 5.Design assumes are to be used in a non-corrosive environment, tk design loads be applied to any component. and are for"dry condition'of use. / i0 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge If Q )' 14 2 Q'!- fabrication,handing,shipment and installation of components. nesessary. 4/4- -fJ� 6.This design Is furnished subject to the limitations set forth by7.Designlatesassumes adequate one bothdtatege sofs trus,provided. `t', V 1 8.Plates shall be lines coincide with joint center laces of truss,and placed so their center R R)� 111111 VIII VIII VIII VIII VIII VIII lilt(III MRe USA,Inc./CompuTrus TPINVTCA In SCSI,copies of (Sof ware+7,6,6(1 L)-Ech will be furnished upon equest. 10.Forrib sic connector plate design values see ESR-1311,ESR-1888(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1).00 TC: 2x4 KDDF q1&BTA LOAD DURATION INCREASE = 1.15 1.2=5.150) 866 2.6=(-58) 98 6.5=( 01 58 18 BC: 2x4 KDDF Al&BTR SPACED 24.0' 0.0. WEBS: 2x4 KDDF STAND 3.4= 14 44 3.7= -119 86 LOADING TC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0' 0.0' 0'- 0.0' -33/ 317V -62/ 153H 5.50' 0.51 KDDF 625 LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50' 0.11 KDDF ( 625 Connector plate prefix designators: 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,816 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND 2' Design checked for net(3Dsft uuplift at 24 'cc s acn ins,1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX MAX TLCREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' T '( MAX TL CREEP DEFL = -0.004' @ 2'. 3.8' Allowed = 0.159' /- _,, MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.129' MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4' Allowed = 0.196' 12 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4' Allowed = 0.201' M-4x6 14.00 7 4 MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8' I/ MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8' NOTE:Design assumes moisture content does eti4iNipiiiii.. not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting U, system and components and cladding criteria. 0 Wind: 140 mph h=21ft, TCOL=4.2,8001=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), v load duration factor=l,6 Truss designed for wind loads Ci in the plane of the truss only. 0 u) m 0 �� 0 M-1.5x3 cf . ti¢3x4 M-3x4 M-3x4 y * 1, 2-03-12 3-08-04 J., 1, y y 1.00 j, 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING:Jts:2.4.71 JOB NAME: 5-A POLYGON NH - J3C os- PRoj Scale: 0.5570 ��j ! GINE "QA_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� .(�/2z/i Y{ 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown end Is for an individual ^92.0 P E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J3C Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at / // 3.Additional temporary bracing to Insure stability during constructionZ o.c.and et 10'o.c.respectively unless braced throughout their length by ,>��'' DES. BY: EE Is the responsibility of the erector.Additional pe manent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/ord tl BC. !' - DATE: 8/22/2014 vty gR s m�c ) /! the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ O Q 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsiblity of the respective contractor. 7 ,i OREGON 4, SEQ. : 6037186 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 4- •vf NI:" design beds be rippled to any component and are for'dry condition'of use. '9 k 20 4TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 9.Design assumes N /II bearing at all supports shown.Shim or wedge If Q 14, t1y fabrication,handing,shipment and Installation of components. necessary.sign 11 7.Plates assumes adequateatedon othinac drainage is provided., M 'R R f b,' 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be locateddboth laces of truss,and placed so their center - liWTCA in SCSI,copies of ch WI!be furnished upon s 111111 IIII 11111 II 1111(IIII IIII'IIII IIII MTiTPe USA,Inc./CompuTrus(Software 7.6.6(1 L)Z request. 10.Folinr baassic connecorincide with oint center Ones. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 11111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 86 2-6=(-30) 39 6.5=( 0)))) 8 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2.3=(.96) 0 5-7=(-43) 53 5-3=( 0I 49 WEBS: 2x4 KDDF STAND 3.4=(.33 35 3.7=(-56) 45 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON, DLON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES OVERHANGS: 12.0' 0.0' 0'- 0.0' -33/ 281V -44/ 117H 5.50' 0.45 KDDF625 LL = 25 PSF Ground Snow (Pg) 1'- 10.8' -144/ 97V 0/ OH 1.50' 0.16 KODF ( 625 Connector plate prefix designators: 6'- 0.0' 0/ 62V 0/ OH 5.50' 0.10 NODE ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M1BHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '1090. 2: Design checked for net(-5 psf) uplift at 24 'mc s a ins I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL= -0.002' @ -1'- 0.0' Allowed = 0.100' ,' MAX TL CREEP DEFL= -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL= 0.001' @ 1'• 4.2' Allowed = 0.069' 12 MAX LL DEFL = 0.000' @ 5'• 4.7' Allowed = 0.179' 12 MAX TC PANEL TL DEFL = 0.004' @ 0'- 10.4' Allowed = 0.140' 14.00 • MAX BC PANEL TL DEFL= -0.013' @ 3'• 4.2' Allowed = 0.222' MAX HORIZ. LL DEFL = -0.002' @ 5'• 4,7' M-4x6 MAX HORIZ. TL DEFL = 0.002' @ 5'- 4.7' 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �w o Design conforms to main cladding criteria ��// system and components and cladding criteria. Wind: 140 mpph h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 w (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6 r Truss designed for wind loads c in the plane of the truss only. M of -, - T 7 110.- 11 c 5 M-3X4 c M-1.5x3 o"-- -►1 6 0 M-3x4 M-3x4 y 1, ), b 1-03-12 4-00-15 0-07-05 y )" )' b 1-00 . 1-05-08 4-06-08 y 'PROVIDE FULL BEARING:Jts:2.4,7I 6-00 JOB NAME: 5-A POLYGON NH - J2C Scale: 0.6194 ����C71 Nq (}0gyF�pss/O�1_ WARNINGS: GENERAL NOTES,unless otherwise noted: 4C/ I2GrIl 1 -v1'. J2C 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 > OP E f Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed whore shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: EE 2'a.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) / + !,_= ,/� DATE: 8/22/2014responsibilitybuilding gbridging q ng(re shovm drywall(BC). A the overall structure Is the res nsibip of the designer. 1,2x Impact or lateral bracingrequired where shown++ (' .. 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. '37� �..OREGON� �4(/ SEQ. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. .t/ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q �' 14 20�P-E- fabrication,handing,shipment and Installation of components. ecessary. MF 8.This design is furnished subject to the irritations set forth 7.Designlatenassumes adequate onne otc drainage Is of truss, and '/'/ b R' I IIIIII'IIII IIII'I III'IIII'IIII 11111 IIII IIII g 1 by 8.Pietas shall be located both faces placed so their center �l TPIM?CA In BCSi,copies of which will be furnished upon request, lines coincide with joint center Anes. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2.4=(0) 0 BC: 2x4 KDDF 415BTR SPACED 24,0' O.C. 2-3=(-159) 91 TC LATERAL SUPPORT <= 12'DC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 24.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0' -82/ 513V -57/ 192H 5.50' 0.82 KDDF ( 625 1'- 9.2' -113/ 294V 0/ OH 5.50' 0.47 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 7'- 11.8' -101/ 192V 0/ OH 1.50' 0.31 HOOF ( 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2 Design checked for net(•5 psf) uplift at 24 'oc spacings 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 = -0.036' @ -2'- 0.0' Allowed= 0,200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0,267' MAX BC PANEL LL DEFL = 0.007' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.008' @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.1' MAX HORIZ. TL DEFL = -0.001' @ 7'. 11.1' s- -s NOTE:Design assumes moisture content does �) not exceed 19% at time of manufacture. ),4 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (A11 Heghts), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.� Truss designed for wind loads in the plane of the truss only. m 0 0 u; 0 0 -/- d, �- o 2=� 4► M-3x4 y y y y 2-00 2-00 5-11-13 (PROVIDE FULL BEARING:Jts:2,4.3I OD PR JOB NAME: 5-A POLYGON NH - SJ2 Scale: 0.4859 5' ''('N Pe619 WARNINGS: GENERAL NOTES,unless otherwise noted: ' 61/2Z//7' �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (t 0 92 3 0 P E r Truss: SJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown«• Incorporation of component Is the responsibility of the building designer. �/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .- - 2'o.c.and at 10'c.c.respective lyunless braced throughout their length by ® ' DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheath) such as plywood sheathing(TC)C andfor d II BC. DATE: 8/22/2014phi �� ( ) the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where s shown++ -_.. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "� OREGON Q / SEQ. E: 6037188 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, G• �j 4(\t` A, design bads be applied to any component and are for"dry condition"of use. / '9}! fl TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes full bearing at all supports shown.Shim or wedge if 14 P fabrication,handling, necessary. Mfi nyL��, shipment and Installation of components. T,Design assumes adequate drainage Is provided. fl 6.This design Is fumished subject to the Irritations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center TPINVTCA In SCSI,copies of ch will be furnished upon VIII'VIII II II(III IIII IIII VIII IIII IIII Mire USA,lnc./CompuTfus(Software 7.6.6(1 L)-E request. 10.For basic connector lines coincide with oint pratdesign values see ESR-1311,ESR-1988(MiTek) nter Ones. 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 KOOF k1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 114 2.4=(0) 0 BC: 2x4 KODF#1&BTR SPACED 24,0' 0.C. 2.3=(-90; 48 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -160/ 578V -30/ 119H 5.50' 0.92 KDDF ( 625) 1'- 9.2' -123/ 62V 0/ OH 5.50' 0.10 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 3'- 11.8' -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-S paf) uplift at 24 xc s an cin0 ) 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 = -0.036' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP°EFL= -0.043' @ -2'. 0.0' Allowed = 0.267' MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054' 12 MAX TC PANEL TL DEFL = 0.007' @ 1'- 5.1' Allowed = 0.407' 7.00 17. MAX HORIZ. LL DEFL = -0.000' @ 3'- 11.1' i- --/ MAX HORIZ, TL DEFL = -0.000' @ 3'- 11.1' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. ') Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=20,4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dlr), o load duration factor=1.� Truss designed for wind loads o in the plane of the truss only. 1f) N 0) O M al O 8/- 2� 40�� M-3x4 1 y y y .1- 2-00 2-00 1-11-13 (PROVIDE FULL BEARING;Jts:2,4,3( JOB NAME: 5-A POLYGON NH - SJ1 <<�, o PRo,�F0 n Scale: 0.6869 �� /'N�� /� WARNINGS: GENERAL NOTES,unless otherwise noted: L G 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1 . t 92/*P E r. Truss: SJ 1 and 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 DES. BY: EE 2'o.c.end at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). `r��,.r �'� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 1.2x Impact bridging or lateral bracing required where shown++ 41 Q.' 4.Na load should be appled to any component until attar ell bracing and 4.Installation of truss is the responsiblaty of the respective contractor. '�` hl OREGON A.SEQ. : 6037189 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, 1b design loads be applied to any component and are for-dry condition"of use. / �.y. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4, 2 ,4 fabrication,handing,shipment and installation of components. 7.necessary. provided.is n A,`- 6.This design is furnished subject to the imitations set forth by 8.Platesshallbe locateassumes don both drainage of truss,and placed so their center `R R{L`' v I III VIII VIII 111111111111111111111111 MITekTPI/INTCA In USA,lnciCompuTrus I,copies of Software 7.6 6(1 L)E h will be furnished upon request. 10.For basic tines co nectorde with oint center Ines. plate design values see ESR-1511.ESR-1888(MITek) 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(-37) 50 3.5=(•178) 140 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3= -82 64 WEBS: 2x4 KDDF STAND 3.4= 7 3 LOADING TC LATERAL SUPPORT <= 12'0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0' 0'- 0.0' -128/ 546V -22/ 80H 5.50' 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.5' -27/ 235V 0/ OH 5.50' 0.38 KDDF ( 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ,,r , I ,. .. , .. - , , • ', ,. •r, 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ •2'- 0.0' Allowed= 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed= 0,267' MAX TC PANEL LL DEFL= 0.059" @ 3'- 1.6' Allowed= 0.318' 5-05-12 0-03-12 3-12 MAX TC PANEL TL DEFL = -0.072' @ 2'- 11.4' Allowed = 0.476' MAX HORIZ. LL DEFL = 0,000' @ 5'- 5.8' 12 MAX HORIZ. TL DEFL= 0,000' @ 5'• 5,8' 4.00 v NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5X3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=20,lft, TCDL=4.2,BCDL=6.0, ASCE 7-10 Jr (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6 Truss designed for wind loads N in the plane of the truss only. 0 010 a o N _....iiiiiiiiiiiiiiiii 0 N (•!, -radIIIIIIIMIIIIIIIMIIIIIMIIIIMII c ►�5 0 2 1 M-3x4 M-1.5x3 ,k yy 5-05-12 0-03-12 y 1, 1, 2-00 5-09-08 ���p PR OPe JOB NAME: POLYGON PLAN 5A NH - H2 (N>� si Scale: 0.6156 5 �` /3/! Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: (]n 7' -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ^�!2/O P.E { Truss: H2 and Warnings before construction commences, building component.Applicability of design parameters and proper //{ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. 2'o.e.and et 10'o.c.respectively unless braced throughout their length by /�' DES. BY: EE is the responsibility cite erector.Additional permanent of continuous sheathingsuch as ®�.: plywood heathIng(TC)andlor drywall(BC). �;,,,, DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OCC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON �' SEQ. : 6048198 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non1-corrosive environment, � \ A, design loads be eppted to any component 5. and are for"dry condition"of use. 6 TRANS I D: 407311 CompuTms has no control over and assumes no responsibility for the .Design assumes full bearing at a8 / '4 y iLQ -•�. 14,supports shown.Shim or wedge if O Q` fabrication,handing,shipment and installation of components. neeeasery. '5 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage Is provided. MFR R I L�- i III I IIII VIII I III VIII IIT VIII IIII IIII 8 ) by 9.Plates shall be size joitednt on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center foes. 9.Digits indicate size of plate In inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1.2I31/2015 IIIA IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 413BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0' 0.C. 2-3=(-57) 13 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BUG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0' TOTAL LOAD a 42.0 PSF 0'- 0.0' -144/ 476V 0/ 48H 31.00' 0.76 KDDF 625 2'• 6.2' -29/ 61V 0/ OH 1.50' 0.10 KDDF 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 2'- 7.0' -70/ 224 0/ OH 0.00' 0.00 KDDF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,1116= MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2: Design checked for net(•5 psf) unlift at 24 'oc s acp ine l 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= 0.040' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' 12 MAX HORIZ. LL DEFL= -0.000' @ 2'- 6.2' 4.00 1;7"- MAX HORIZ. TL DEFL = -0.000' @ 2'- 6.2' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting 1 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 , 3 Truss designed for wind loads in the plane of the truss only. 0 ci O O r '_ 0 O _� AI 4 M-3x4 J. /, 3, 2-00 2-07 R JOB NAME: POLYGON PLAN 5A NH - H1 <��E� N s Scale: 0.7786 ����� l�3/l %';. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual 0 92 P E H1 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: I I 1 incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bredng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during constructiony o,c,end at 10'o.e,respectively unless braced throughout their length by lieX0j�'DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)end/or drywall(BC). / DATE: 9/3/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown+ ' di CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsiblaty of the respective contractor. 7 OREGON 40 SEQ. : 6048199 fasteners are complete end at no time should any loads greater than 5.Debi g e for dry etouss oare o be used In a non-corrosive environment, G! �J� 0\ I` design bads be applied to any component. 7- TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the e.necear erssumes hill bearing at all supports shown.Shim or wedge if Q 1 4 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. - M4'R R`t.`" 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both laces of truss,end placed so their center IAARCA BCSI,copies of will be furnished upon Ones coincide with joint center lines. I 1111 Eli 11111 VIIIVIIIVIII VIII IIII IIII MTITPe SA nlnc.(CompuT 9 Software 7.6.6(1 L)E request 9.0.Digits rbaIndicate sic ocoot size ectorplateopptdesign values see ESR•1311,ESR-1999(MITek) EXPIRES:12/31/2015