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Plans (91) det.c p-U'L.-pow, 5Y f SA) Sc�cr A'' I ®CONFORMS TO DESIGN CONfFDT ❑CONFORMSREVISIONSNOTED DESTO IGN CONCEPT WITH ❑NON-CONFORMING—REVISEBRESUBMR _ _- ia. \. :7-'• F. ' .n WIDI MGM COMM CMDDE IC? SIRED MD 'i':.- j %~ ' 1 `� FASICATORDESSE OF RDSPSISa cxSOMAAMfE MGM L.. .. �_.,::-. - _ `-.. _ _. Aleiu Fukw Dace12/72/16 ORIMCS.RPECIM CI6,Rb MM..CODES ILL.I.Cf WM MFF t oto :12 I ey MILBRANDT ARCHITECTS Bo 919 1 1 1111 R J1 J1 „,g? \Ir I Q J2C i }--QUM �� J8C J2 : J3 a 87'1111*1111.\11111111141\1161111S6,..'" AC JT J4 11 :12 J50: ,� s c J6 J6ri A JT el /3, / .. J10 J8 8 - `J41 J12 12 isk CJ10 I J10 4. JD:* J9 \\E, 8 E3 A i n nr El CJ11 (5) W13 (4) \ W14 �0 W12 111121 W15 1 . : W13 10:12 Illr_,. Cr) _ Houma Ifff 11111 CJ14 \ kimiiir . HMS ..14fe ....), - •• - ci 7: 4: CD �. .- Illi. ti _ -- — Ad l a h ` •:I 0 ® CONFORMS TO D:SIGR CONMFT 247.5 VT I �/M I -8 I 0 CONFORMS TO DESIGNDESIGNCORO T WITH REVISIONS FS SHOWN 0 NON-CONFORMING-REVISE RAD tSUDMIT DM Dv ISMS RM NB REFINED NR eisu,INFORINN SITE IN LEEN MDT FILE AID MS IN EMIT TIE FMnGTRIIFOm OF DOSE!Ilstt SI NEREN E ETN M • TEES SWUM MO DEDIFINTNE EU B WEN WE MONTI OM TRIS ORE DRARlf. Ry: Arnold R.Rola& tate•.Qcuhr.all CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 UIiDER• ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/26/14 PLACEMENT TR CALCULATIONSAANREFER D TRUCTURAL ROJECT 77TLE REVISION-I: DRRAAv�I NEERED sAAL FU TrER Am 5019-D POLYGON INFORMATION.BUILDING DESONSIBLEFORA LOF NON-RECORD Paa umb r LAN: DRAWN BY: REVISION-2: To TRUSS CONNECTIONS.BUILDING 'f� DESIGNE/ENGINEER OF RECORD TO 5019 / D- CHECKED BY.' REVIEW AND APPROVE OF ALL O �+' S COMPANY &LIVERY LOCATION: SCALE REVISION: DESIGNS PRIOR TO CONSTRUCTION. 0.11"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ,41 . - ' . • PAATOR: USA, Inc. I ConipuTrus Software • • - Warnings & General Note.,,, WARNINGS: 1. Builder and erection contractor shoald.be advised of all:panera1:;tiotaa. and waining0 before construction 2. 2j.t4.Onnits*Osion*Ob.00409 must be instapottOtbotOOrtnion:.+2; 3. INCIOIONAT' r0046.'*740106 insure stability dt1009-!**#0401i 1 -ina.raaOnnaipilty0'100-atedtar.-Mditionai pettaanantAikaignt*. the overall structure is the responsibilityof the bn)ft,rOtg4OttignOt: 4. No!nod should be applied to any component until alfets011b1001,01ontf fasteners nio.oOffittiofootitl,at no finittottOitid anyfoodOg#ittiOt.Afion design ipotjoiboopprioifloony 0Ortip01901.5. CompuTrus has no control over and assumes no responsibility for the, fabrication,handling,shipment and installation insta00006-of components. 6. 6 11*-_ design is isf0001100.001)**tqt00.11010110nSsat forth 4y. TPUWTCA in EiC$4.;copies of which will be furnished upOkrettOOtti. • GENERAL NOTES unless-otherwise noted: 1. This design isbaSedP111Y141.04thaParainetets.SSO*0:41t4ifif**4070000001. building component.App*ootWotilesigriPP10!!00%#St incorporation of itittlOstOnetif is responsibility. 2. Design Asstillx*Iti0;40-14 401001 chords to 4*ilcitt**k• at 2!47..6, and at I0':04i-respecOyeiy unless braced tf,ptottOoflitonOffit_ corsiiimousOfieollifogOOdiAS f;4W00c1Oheatfifogtrel**AM040.*9„. 3. 2x Impact 6.11kiiiinft*:10tOraibrivtocioltottvabei0#1004.0**5.-,ii 4. Installation of truss Itlhe responsibility,O., respective contractor. 5. Death attainei$1164.0ija are tatietaid"in a bbh-totaiiii*e#:vilpnalan!,, and we for dry 'Watt, • - S. Design assumes fall booting atoll*Oats shown.Shim or wedge W necessary. 7. paskonaa*andaa000,400',draina90 provided. 8. PlateiOfionbO in.._0000 on bob f0000.of tiiOO,ontfitiiii#044t0;th*. tottittl000 9. Digits indicate size 0010.040:4401 0.10 00.***1 000te in*,0400. 10. fitlt01100.01600400 plate design values see ESW1311.-g...5fl4400.4 5) Pliape • "' •• -:"•.' • tIGIN e . ./ 44 • :rP 'j. - . • •• 44, : •,•• • .4„OR-FpON.. , 14, 2-CI.-\on, E` -4v EXPIRES:1.71,111/4„:„1 ,„ 1111110311 u �, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-00 GIRDER SUPPORTING 40-00-00 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-( 0) 72 2-10-(-1674) 7816 10- 3-1-1410) 6444 7-15-(-6510) 1454 2x6 KDDF @168TR T2 2- 3-1-10392) 2284 10-11-(-2976) 13558 10- 9=(-8518) 1930 15- 8-(-'4600) 7282 BC: 2x8 KDDF SS LOADING 3- 4-1 -7816) 1752 11-12-(-3640) 16458 4-11-1-1412) 6334 WEBS: 2x4 KDDF STAND; LL - 25 PSF Ground Snow (Pg) 4- 5-1-14262) 3212 12-13-(-3604) 16352 11- 5-(-3160) 726 2x4 KDDF 1116BTR A; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 20'- 5.5" 5"- 6-1-16686) 3770 13-14-(-3604) 16352 5-12-1 -458) 2058 2x8 OF SS B; BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 7'- 0,0" V- 7-1-13680) 3084 14-15-1-2890) 13148 12- 6-( -134) 1118 2x4 KDDF STUD C BC UNIF LL( 475.0)+DL( 343.0)- 818.0 PLF 7'- 0.0" TO 20'- 0.0" V- 8-1 -8756) 1986 15- 9-1-1908) 8756 13- 6-1 -432) 2098 BC UNIF LL( 0,0)+DL( 20.0)- 20.0 PLF 20'- 0.0" TO 20'- 5.5" B- 9-1-11632) 2580 6-14-1-3730) 834 TC LATERAL SUPPORT <- 12"OC. UON. BC LATERAL SUPPORT <- 12"OC. UON. ADDL: BC CONC LL+DL- 3777.0 LBS @ 6'- 0.0" 14- 7-(-1042) 4764 __-__- BEARING MAX VERT MAX HORZ BRG REQUIREd,BRG AREA -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '.(SPECIES) NOTE: 2x4-BRACING-AT-24"OC-UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1577/ 7108V -65/ 73H 5.50" 11.37 KDDF ( 625) ALL-FLAT-TOP-CHORD=AREAS-NOT SHEATHED 20'- 5.5" -1975/ 8881V 0/ OH 5,50" 14.21 KCDF ( 625) . ........... BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for nett-5 OVERHANGS: 12,0" 0.0" . psf) uplift at 24 "oc spacing.) ( 2 I complete trusses required. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed - 0.100" --r nails staggered at: MAX TL CREEP DEFL - -0.001" 0 -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL - 0.132" @ 8'- 11.6" Allowed = 0.977" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.360" @ 8'- 11.6" Allowed r- 1.303" XX 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ, LL DEFL = -0,034" @ 20'- 0.0" 0 HANGER BY OTHERS TO APPLY MAX HORIZ. TL DEFL - 0.074" 0 20'- 0.0." CONC. LOAD(S) EQUALLY TO ALL MEMBERS. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3-08-11 13-00-02 3-08-11 Design conforms to main windforce-resistirg T ' system and components and cladding criteria. 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-04-09 3-05-11 Wind: 140 mph, h-20.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, T T T T f T T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-5x10 Truss designed for wind loads 12 M-6x8 M-3x5 M-3x10 M-5x6 M18HS-5x16 in the plane of the truss only. 10.00 7 ,- i _4 5 T2 6 7 12 / WIN N 10.00 • M-5x16 A A \::\ r-, BM-5x16 i' I - U cj, I e I B In i ��I I _ _ � �l u, i I �, I I 1 10 12 '( 13 14 15 9 o M-6x8 M-7x12 0.25 M-3x8 M-6x8 M-6x8 t MSHS-9x18(S) y y {y3777p @ y WEDGE REQUIRED AT HEEL(S). 3-05-11 2-08-01 2-09-13 2-08-01 y 2-08-01 l 2-08-01 l 3-05-11 b J• .1 1-00 20-05-08 l JOB NAME : 5019-D POLYGON - Al ti� o PR04t) Scale: 0.2942 Gj� 4GII�N d�,p" /0 4? WARNINGS: GENERAL NOTES,unless otherwise noted: � III(�� t f ', .,� Truss: Al 1.Bulkier end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and s for an Individual 7 92 0 9 P E , r' • and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary braving to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at Is the reaponaAHAry of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/26/2014 the overt structure Is the responsibility of the building designer, conti2x innpact uuous sheathing such as plywood required where sheathing(TC)and/or dryweA c), •"r'� - 4.Na bad should be appted to any component until eller all bracing and 4,(nate atlon of truss is or the responateral sibility f the respective contractor, N 4 SEQ. : 6126045 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, 7 OREGON ry TRANS I D: 413 216 design loads be applied to any component, and are for"dry condition"of use. N As 5.CompuTrea has no control over and assumes no responsibility for the O.Design assumes full beefing at aOs il supports shown.Shim or wedge It /©. '9 y 1.4 QD fabrication,handling,shipment and Installation of components. necessary. i. 0.This design Is famished subject to the Imitations set forth T.Design assumes adequate drainage Is provided. �n't d so their center BCSI,copies of which will be furnished upon 111111 VIII VIII VIII VIII 11111 11111 IIII Illi TPINVTCA MITSAnlnc./CompuT a Software 7.6.6(11_)-E request 1a.Dara p Indicatecoincide iinss o van eger of in helve5.Plates shall be located on both faces s aeesEeR•E,and SP,'31 ESR-1 ABS(MITek) n L EXPIRES:12/31/2015 i„i,a uns.Lyrl (JLe DLOU Lava, l:UurtJu l.OL ampul. Uy IIIIIIIIIIIIIIPACIFIC LUMBER-BC TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq=1,00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(0;) 0 BC: 2x4 KDDF @16BTR SPACED 24.0" O.C. 2-3-(-68) 42 BC: 2x4 KDDF @16BTR TC LATERAL SUPPORT <- 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIREL; BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOPCHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, .(SPECIES) DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD - 92.0 PSF 0'- 0.0" -53/ 293V -23/ 81H 5.50" 0.47 KEN' ( 625) 1'- 10,9" -67/ 64V 0/ OH 1.50" 0.10 KCDF ( 625) LL - 25 PSF Ground Snow )Pg) 3'- 9.0" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0,002" @ -1'- 0.0" Allowed 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0,003" @ -1'- 0.0" Allowed P 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed- 0.066" 1' 1' MAX BC PANEL LL DEFL - 0.003" @ 1'- 9.3" Allowed - 0.142" MAX TC PANEL TL DEFL - 0.003" @ 1'- 3.7" Allowed- 0,196" 12 MAX BC PANEL TL DEFL - -0.002" @ 1'- 11.9" Allowed - 0.189" 10.00 V MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9." MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does 0' not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting I) system and components and cladding criteria. (� Wind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), : load duration factor-1.6, o Truss designed for wind loads of in the plane of the truss only. M 1 1- ' O 1 : 111111111111111111111111111111111111111111O n 1110. 1111110. 111 �4 M-3x4 •( ), b ), 1-00 3-09 'PROVIDE FULL BEARINGIJts:2,3,41 0\t'0 P RDFF, JOB NAME : 5019-D POLYGON - AJ1 Sale; 0.6645 .\ ,N( INF sic WARNINGD: GENERAL NOTED,unless otherwise noted: .r4. _'94.'.P E. 1.Builder and erection contractor should be advised of allGeneral Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper �' A�,.�"� 2.2x4 compression web bracingmust be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /// • 3.Addllonn al temporary bracing to Insure stabtity during con„rudlon 2.Design assumes the top and bottom chords to be laterally braced at d ~ DES. BY: MJ 2'o,a and at 10'o.n,respectively unless braced throughout their lengpt1h by Amu Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywe0(BC). DATE: 11/26/2014 the overall structure Is the responsibly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �i OREGON �� 4.No load should be applied to any component until alter all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 1,,, h •.�.. SEQ. : 612 6 0 4 6 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a non•oorrosive environment, /O 1 Q design loads be applied to any component. and are for"dry condition"of use. ��.. T RAN S I D" 413216 e.Design usumee MI bearing at all supports shown.Shim or wedge If p V e.CompuTrus has no control over and assumes no responsibility for the necessary, R R,1`"' fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage Is provided. 9.This design Is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center Ilnes. VIII VIII VIII VIII VIII VIII VIII'III IIIA MITek SA,Ina/CompuTrue Software 7.6.8(1 L)-E TPIANTCA in BM,copies of which will be furnished upon regaes, 1s.Digits o basic Indicate rplate d In Inches. see ESR-1311,EBR•/gee(MRep EXPIRES:12/31/2015 , MIIIIIIII"I PACIFIC LUMBER-BC i LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq-1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(Q) 0 BC: 2x4 KDDF @16BTR SPACED 24.0" O,C, 2-3-(-91) 73 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) OVERHANGS: 12,0" 2,7" TOTAL LOAD - 42,0 PSF 0'- 0.0" -38/ 325V -42/ 127H 5.50" 0.52 KDDF ( 625) 3'- 6.2" 0/ 45V 0/ OH 5.50" 0.07 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 9.0" -72/ 104V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF 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" 8 -1'- 0.0" Allowed '- 0.133" 12 MAX LL DEFL - 0.000" @ 0'- 0,0" Allowed = 0.022" 10.00 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.030" MAX TC PANEL LL DEFL = 0.032" 8 2'- 3,7" Allowed - 0,286" MAX TC PANEL TL DEFL - 0.030" 8 2'- 3,7" Allowed 0.428" MAX HORIZ. TL DEFL - -0.001" @ 3'- 8.2" NOTE: Design assumes moisture content does not to exceed 195 at time of manufacture, m Design conforms to main windforce-resistir:g 1 system and components and cladding criteria, co 0 I Wind: 140 mph, h-20.9ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MhFRS(Dir), load duration factor-1,6, Truss designed for wind loads in the plane of the truss only, rn I 0 c, MOZNI 4�� M-3x4 t l l l l 1-00 3-09 0-02-11 'PROVIDE FULL BEARING;Jts:2,4,3' JOB NAME : 5019-D POLYGON - AJ2 Scale: 0.6203 . '< GPR ROFAI.9sf0 WARNINGS: GENERAL NOTES,unless otherwise noted: 'f�� I�� ! t -` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual dual .9211IP E r Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. /' DES. BY: MJ 3.Additional temporary bracing to insure stabtlty during construction 2.Design assumes the top end bottom chords la be laterally braced al Is the responsibility of the erector.Additional permanent bracing of 2'o,n,and at 10'o.o.respectively unless braced throughout their length by f^! DAT E: 11/26/2014 the overall structure is thereresponsibility of the buildingdesigner. 2xcontinuousImpact ctsheathing each lateral b acing re suired here s own drywaA C). d //11 Q beep h b 4.in tmppact bodging or the bracing required the where shown++ OREGON SEQ. : 6126047 4.No toed should rn applied to any component until suer ail bracing and 4.Design ass of assumes trusses Is the are responsibility of the respective contractor.en (� fasteners are compote and at no time should sny loads greater than 5,Design assumes Iroeae6 its be used In a non-corrosive environment, p2 Ie b, I TRANS I D: 413 216 design bade be applied to any component. and are for"dry condition'of use. "/ '1)' 0'\ 5.CompuTrue has no control over end assumes no responsibility for the 0.Design assumes fat bearing et all supports shown.Shim or wedge If y l� 2• fabrication,handling.shipment and Installation of components. Deceasary. A- � �` Q,�` 0.This design Is famished subject to the limitations set forth by7.Design assumes adequate S.Plates shall be located on both fenes s is provided. it i. 4' eir center TP CA 1,copies of which will be famished upon 'III I VIII VIII'III VIII VIII VIII'III'III MITek USAnIncJCompUT 8 Software 7 g LSE quest. 7joint center lines. 0 lines ind.For basicicate with tuff plate l design n inches. cheluea ass ESR-1311,hoes,and ca ESRd so�1a3a(MiTek) EXPIRES:12/31/201 5 k. rnis aesign prepares rrom computer ,Lnput. uy 1111111111 �I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1,15 1-2 ( 0) 72 2-5=0,) 0 SPACED 24.0" O.C. 2-3=(-215) 181 t BC: 2x4 KDDF R16BTR 3-4-( -61) 30 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 REQUIREL; BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -17/ 312V -66/ 185H 5,50" 0.50 KEW ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -146/ 222V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -35/ 56V 0/ OH 1.50" 0.09 KLDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 paf) uplift at 24 "oq spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS; LL-L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed - 0.100" -./ MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.009" @ 1'- 10.0" Allowed - 0.286" MAX TC PANEL TL DEFL - -0.008" 8 1'- 11.4" Allowed 0.428" 12 (� MAX HORIZ. LL DEFL - -0.002" 8 5'- 10.9" 10.00 7 MAX HORIZ. TL DEFL - -0.002" 8 5'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 1Wind: 140 mph, h-21,7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, =, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor-1.6, :m Truss designed for wind loads , in the plane of the truss only. a c ti i 1037.7.14 Dt=101 0 • M-3x4 • l b l J• • 1-00 3-09 2-02-11 !PROVIDE FULL BEARING;Jts:2,5,3,41 • JOB NAME : 5019-D POLYGON - AJ3Sale: 0.4988 ��0NGIN &A, /off S Ill Z� i WARNINGS: GENERAL NOTES,unless otherwise noted: ' 92 �.P E t'I ix 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 Indhridual Truss: AJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.tot compression web bracing must be Installed where shown+. Incorporation of component is the responsibtly of the building designer. ' 3.Additional temporarybracing to Insure alebpl durin construction 2.Design assumes the lop and bottom chords to be laterally braced e[ �� DES. BY• MJ N IIs res nslbil f the erector.Addllonal y rmensM ion of 2'ex.and at 10'o.o.respectively unless braced throughout their length by ,,�► po ty M �g continuous sheathing such as plywood sheathing(TC)and/or drywal C). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ "y7 OREGON b ��Q 4.No bad should be applied to any component unit after at bracing and 4.Installation of truss la the responsibility of the respective contractor. L,. v. SEQ. : 612 6 0 4 8 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,rO "9�. 1 4 0 design Wads be applied to any component. end are for"dry oondlbn"of use. TRANS I D 413 216 5.CompuTrus has no control over and assumes no responsibility for the a necseaa aeumes fat bearing at sl supporta shown.shim or wedge if p n R` • Wiriness,handling.shipment and installation of components. 7,Design a umea adequate drainage Is provldad. MF3 IR'L.i' S.This design Is furnished subject to the Imitations set forth by e.Plates shall be located on both faces of truss,and placed so their center VIII VIII IIT VIII VIII VIII 11111 1111)III request. lines sIxe MITek USA,lnc./CompuTrua Software 7.6.6(1L)-E coincide o1Fsnnrcel oo binectopldesign values see ESR•1311,EBR-1888(Magid EXPIRE5:12/3112015 I"II 11111 1111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DC;£/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1,15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3-(-302) 267 3-4-( -90) 69 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED,BOG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -10/ 297V -86/ 2320 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 36V 0/ OH 5.50" 0,06 KDDF ( 625) 3'- 8.2" -207/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -83/ 118V 0/ OH 1.50" 0.15 KCbF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. : Des gn c ec ed for net(-5 psf) up ift at "oc'spec ng. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/180 MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed = 0.100" -, MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed '= 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed 0.022" MAX TL CREEP DEFL - 0.000" 0 0'- 0,0" Allowed - 0.030" jl MAX TC PANEL LL DEFL - 0.007" @ 2'- 2.3" Allowed - 0.286" MAX BC PANEL TL DEFL - -0.005" @ 1'- 11.9" Allowed = 0.189" 12 MAX HORIZ. LL DEFL - -0.003" @ 7'- 8.2" 10.00 MAX 80811, TL DEFL - -0.003" @ 7'- 8.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistirg system and components and cladding criteria. 0o, Wind: 140 mph, h-22.5ft, TCDL-4.2,BCDL-6,0, ASCE;7-10, O 0 (All Heights), Enclosed, Cat.2, Exp.B, M£�FRS(Dir), iI load duration factor-1.6, , f� I Truss designed for wind loads in the plane of the truss only. i s i r d 0 1 ►� ►--a O • M-3x4 3, l y 3. 1-00 3-09 4-02-11 !PROVIDE FULL BEARING;Jts:2,5,3,4J JOB NAME : 5019-D POLYGON - AJ4 Scale: 0.4119 ��`` l�gpqr�vg/�bF/pF� s�aA_ 5:: WARNINGS: GENERAL NOTES,unless otherwise noted: C1Lf /nl./G✓ 1 ! ( -v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and u for en Individual 'D 2 �P �(" Truss: AJ 4 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. /' DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be talereity braced at Is the responsibility of the erector.Additional permanent bracing of 2'u e,end at 10'o.o,respectively unless braced throughout their length by ,�� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. tr �r�' DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) SEQ. : 6126049 4.No bad should be applied to any component until after ail bracing and 4.Installation of trues is the responsibility of the respective contractor, pG OREGON fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, Y �0Nt��! TRANS I D: 413 216 design loads be applied to any component. and are for"dry condition'of use. n " 5.CvmpuTres has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If SJ. 14 ti. fabrication,handling,shipment and Installation of components. necessary. !S.f' 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided.truss,a '!.,"F?n I LA- 6' 111111111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. a lines coincs ideewith locatedone of confelr Onh es. of and placed so their center rl. MITek USA,InciCompuTrus Software 7.6.!3(1 L)-E 0.For baits sic connedicate ctor platele design values see E8R-1311,ESR-!gee(MiTek) EXPIRES:12/31/2015 ,io u oay„ pLcpai.cu 11.v„, ,vmpuuci a„pu, vy IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x9 KDDF 11BBTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-6-(D) 0 BC: 2x4 KDDF 81iBTR SPACED 24.0" O,C. 2-3-(-380) 351 !' 3-4-(-214) 168 ' TC LATERAL SUPPORT <- 12"OC. UON. LOADING 4-5-( -66) 30 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" 0.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -13/ 303V -111/ 296H 5.50" 0.48 KLDF ( 625) 3'- 6.2" 0/ 38V 0/ OH 5.50" 0.06 KIpF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -200/ 277V 0/ OH 1.50" 0.35 KEN ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -162/ 241V 0/ OH 1.50" 0.31 HOOF ( 625) 9'- 11,7" -29/ 47V 0/ OH 1.50" 0.07 KCDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec ng.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0,003" 0 -1'- 0,0" Allowed - 0.133" p MAX TC PANEL LL DEFL - 0.005" @ 1'- 10.0" Allowed - 0.286" MAX BC PANEL TL DEFL - -0.004" 0 1'- 11.9" Allowed - 0,189" MAX HORIZ. LL DEFL - -0.005" 0 9'- 10.9" MAX HORIZ. TL DEFL - -0.005" 0 9'- 10,9" NOTE: Design assumes moisture content does 12 r, not to exceed 191 at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. m Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE.7-10, I (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), cc' load duration factor-1.6, I Truss designed for wind loads cotin the plane of the truss only. M A r� -i o .. 1 o M-3x4 l ), ), y 1-00 3-09 6-02-11 'PROVIDE FULL BEARING;Jt s:2,6,3,4,51 <<51'.) PROFFos JOB NAME : 5019-D POLYGON - AJ5 Scale: 0.3515 ��GIN ✓�11. WARNINGS: GENERAL NOTES,unless otherwise noted: Cr 2 g 2..p E ;. r 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual / Truss: AJ 5 and Warnings before construction commences. building component.AppHcabltty 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 temporarybracing to Insure stability duringconstruction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ Is the res nslblRy f the erector.Additional ypermanent bracingof 2'o.o.and 0110'0.c.respectively unless braced throughout their length by f pa continuous sheathing such as plywood sheathing(TC)andlordrywaf(BC). x DAT E: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON EG�N 4.No load should be appled to any component until after all bracing and 4.Inelagatlon of truss Is the responslblllty of the respective contractor. " gyp! kr SEQ. : 6126050 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ;�f� design bads be applied to any component, and are for"dry condition'of use. /V. '�.Y 14 O l-' TRANS I D: 413 216 5.CompuTrus hes no control over and assumes no responsibility for the e.DestrondB assumes hill bearing at all supports shown.Salm or wedge If fabrication,handling,shipment and installation of components. T.Design sumes adequate drainage Is provided. MRRtI.�- e.This design le furnished subject to the Amllalbns set forth by B.Plates shall be located on both faces of truss,and placed so their center SCSI,copies of which lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII'III'III MITe SATPUWTCA Inlrlc lCompuT S Software 7.6.8(1 L}E request. es. 10.Por a sicPoconneo orcplate desigin n�values see ESR-1311,ESR-191313(MITek) EXPIRES:12/31/2015 IJIIIIIIIIUHI PACIFIC LUMBER-BC ' ' LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR; 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- 2-(-10218) 2500 10-11-) -276) 1098 10- 1-(-8986) 2190 5-15=(-3908) 1062 2x6 KDDF #16BTR Ti, T3 LOAD DURATION INCREASE - 1.15 (Non-Rep) 2- 3-(-12050) 3038 11-12-(-2414) 10216 1-11-(-3058) 12618 6-15=(-1494) 6396 BC: 2x8 KDDF #1fi8TR 3- 4-( -9220) 2374 12-13-(-2756) 11252 11- 2=(-6990) 1804 15- 7-( -1484) 1706 WEBS; 2x4 KDDF STAND; LOADING 4- 5-1-11422) 2964 13-14-(-2766) 11294 2-12=( -902) 180 7-16=( -778) 270 2x4 KDDF 01&BTR AI LL - 25 PSF Ground Snow (Pg) 5- 6-( -9040) 2328 14-15-(-2766) 11294 12- 3=(-1580) 6784 2x6 KDDF #2 B; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0,- 0.0" TO 6'- 0,0"OF- 7-1-11654) 2952 15-16-(-1904) 8082 12- 4-(-3632) 998 2x8 DF SS C TC UNIF LL( 100.0)+DL( 28.0)- 128,0 PLF 6'- 0.0" TO 14'- 8.0"7/- B-(-11136) 2726 16- 8-(-1898) 8066 4-13-( -528) 2606 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 14'- B.0" TO 20'- 8.0"8F 9-) 0) 72 13- 5-1 -624) 234 TC LATERAL SUPPORT <= 12"OC. UON, BC UNIF LL( 0.0)+DL( 40.0)- 40,0 PLF 0'- 0.0" TO 20'- 8.0" V 14- 5-( -520) 2652 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 500.0)+DL( 340.0)- 840,0 PLF 0'- 0.0" TO 13'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIREC; BRG AREA TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. -(SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 8.0" 0'- 0.0" -2468/ 10325V -147/ 105H 5.50" 16.52 KDDF ( 625) ALL.FLAT TOP=CHORD-AREAS=NOT=SHEATHED ADDL: BC CONC LL+DL- 3564,0 LBS @ 14'- 8.0" 20'- 8.0" -1988/ 8182V 0/ OH 5.50" 13.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) OVERHANGS: 0.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Caution: Note bearing area requirements. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.102" @ 8'- 10.7" Allowed= 0.988" - 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.263" @ 11'- 11.0" Allowed - 1,317" 9" oc in 1 row(s) throughout 2x4 top chords, @ HANGER BY OTHERS TO APPLY MAX LL DEFL - -0.001" 0 21'- 8.0" Allowed'= 0.100" 5" oc in 2 row(s) throughout 2x0 bottom chords, MAX TL CREEP DEFL -0.001" 0 21'- 6.0" Allowed 0.133" XX 9" oc in 2 row(s) throughout 2x6 webs, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.5" MAX HORIZ, TL DEFL = 0,056" @ 20'- 2.f" 2-04-13 3-06-14 8-08-10 5-11-11 1 T 1' 1' 1' NOTE: Design assumes moisture content does 2-08-05 3-03-06 2-07-09 3-03-13 3-00-05 2-06 3-02-11 not to exceed 19% at time of mantfacture. 12 320# T '1 $ 2O# T Design conforms to main windforce-resistir,g 10.00 12 system and components and cladding criteria. M18HS-5x16 Q 10.00 t M 3x5 M-3x10 6 M18HS-5x16 Wind: 140 mph, h-21.7ft, TCDL-9.2,BCDL=6.0, ASCF 7-10, 4 5 (All Heights), Enclosed, Cat.2, Exp.B, Mii_RS(Dir), T3 load duration factor=1.6, Truss designed for wind loads ss in the plane of the truss only.M-6x10 M-3x5 M-7x10 -1-Ti E M _ i I - A B M-5x16 0 N t t n e - f 1 ' Q' C �� N �o io - ,f,_ „ _ _ ii_ . n moL I r 10 11 12 1i 1. 1 15 16 o M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1,5x3i c. 7M-10x10 =M-10x10(S) 1, ,. 1, ,. y +3064# @ y y 2-04-13 3-02-02 3-03-13 3-00-05 3-02-01 y 2-06 3-00-15 b l 20-08 WEDGE REQUIRED AT HEEL(S), 1-00 JOB NAME : 5019-D POLYGON - B1 ��E� pROFFt;. Scale: 0.2552 .--.::211:1:11: /)G/I7N /4l�(�T�s/p WARNINGS: GENERAL NOTES,unless otherwise noted: �� !!f j�s (( ` 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 �. Truss: B1 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. / DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a Ice the responsibility of the erector.Additional permanent bracing of 2'°A and at 10'o.0.respectively unless braced throughout their length;y �� continuous sheathing such as plywood sheathing(TC)and/or drywet,BC. "!s' ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ el (r SEQ. : 6126052 4.No load should be applied to any component until after an bracing and 4,mote atlon of was is the responsibility of the respective contractor. 7' Q REG.QN 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, �js - 1 TRANS I D' 413 216 design loads be applied to any component, and are for"dry condition"of use. ' "1 r O� 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes favi bearing et all supports shown.Shim or wedge H Q. 1.[} rZ fabrication,handling,shipment and Installation of component. necessary.7. B.This design is furnished subject to the limitations sat forth by7.DesignlatesMUMS!el locatadeqed onne bothdrhinae Is provided.and - '%, :�r]'1 VIII VIII VIII IIIA IIIiI VIII IIIA IIII IIII 5.Plates be located faces of truss, placed so their center M TPWYTCA in BC81,copies of which will be furnished upon request. lines coincide with joinppt center lines. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basiits c conncate ectore platediate esign valn ues see ESR-1311,ESR-101113(Welt) EXPIRES:12/31/2015 suis uesiyu prepareu crow cumpuLei ,lupus. uy DIN 1111b LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DcF/Cq=1.00 TC: 2x4 KDDF I1&BTR LOAD DURATION INCREASE - 1,15 1-2-( 0) 72 2-4-(L) 0 BC: 2x4 KDDF 81iBTR SPACED 24.0" O.C. 2-3-(-56) 53 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25,0)+DL1 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" -51/ 296V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10,9" -117/ 108V 0/ OH 1.50" 0.17 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KIDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Des gn c ec e. for net(-5 psf) ups ft at 24 "oc, spac ng. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed - 0.100" BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed 0,133" 1-11-11 AND MAX TC PANEL LL DEFL - 0.003" 8 1'- 0.0" Allowed - 0.131" MAX TC PANEL TL DEFL - -0.004" @ 1'- 1.5" Allowed - 0.196" MAX BC PANEL LL DEFL - 0.008" 8 2'- 8.6" Allowed 0.254" 14 MAX BC PANEL TL DEFL - -0.021" @ 3'- 3.8" Allowed - 0.339" 10.007 MAX HORIZ. LL DEFL -. -0.000" 8 1'- 10.5" MAX HORIZ. TL DEFL - 0.000" 8 1'- 10.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20ft, TCDL4.2,BCDL-6.0, ASCE +-10, o (All Heights), Enclosed, Cat.2, Exp.B, 141FRS(Dir), load duration factor-1.6, Truss designed for wind loads N in the plane of the truss only. I m�4 M-3x4 J. l y 1-00 PROVIDE FULL BEARING/Jts12,3,4i 6-00 ( � EpPROFeo JOB NAME : 5019-D POLYGON - BJ1 Scale: 0,665 5 GINE WARNINGS: GENERAL NOTES,unless otherwise noted: w li/Z0/77 QQ' 79211,P E .r 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and Is for an individual Truss: BJ1 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 ts the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during contlruollon 2.Design sesames the lop and bottom chords to be laterally braced a .. DES. BY: MJ la Ihs res na of flys erector.AddNlonol ermanenl bnctn of 2'0.a and at 10'o.o.respectively unless braced throughout their length by /r� -„ . po Scilly P 0 continuous sheathing such as plywood sheathing(TC)and/ordrywaN(BC)• OREGON DATE: 11/2 6/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -p y EGO N (/� 4.No load should be applied to any component unit after all bracing and 4.Instetlon of truss is the responsibility of the respective contractor. L�. A Y N �� SEQ. : 612 6 0 5 3 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used In a non-corrosive environment, design bads be applied to any component and are for"dry condition"ri of use. TRANS I D: 413 216 s.Compulrua has no control over and assumes no responsibility for the yy e.Design ne srogsniassumes s umes full bearing at all supports shown,Shim or wedge if A. 7 4 j fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage Is reviled. R IO- 8.This design is furnished subject to the Imitations set forth by 8.Plates shalt be located on both laces of truss,and placed so their center I 1113 11111 111 VIII VIII VIII VIII IIII IIII TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MITek USA,Ino/CompuTrus Software 7.8.6(1L)-E B.Digits indicate size of plate in Inches. 10.For beelo connector plate design values see ESR-1311,ESR-1985 Wok) EXPI RES:12/31/2015 1111111h111 , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DEF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-4=(O;) 0 BC: 2x4 KDDF RIsBTR SPACED 24.0" O.C. 2-3=(-91) 82 TC LATERAL SUPPORT <- 12"0C. UON, LOADING BC LATERAL SUPPORT <- 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREL 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" -27/ 347V -44/ 132H 5.50" 0.55 KIDF ( 625) 3'- 10,9" -125/ 135V 0/ OH 1.50" 0.22 KE.DF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KIDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1EO BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0,002" @ -1'- 0.0" Allowed = 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX Ti, CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed '= 0.133" 3-11-11 MAX LL DEFL = 0.000" 0 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL - 0,000" @ 0'- 0.0" Allowed;= 0.105" MAX TC PANEL LL DEFL - 0.025" 0 2'- 2.2" Allowed•-• 0.305" 12 MAX BC PANEL TL DEFL - -0.035" 0 3'- 1,4" Allowed - 0.339" 10.00 7 MAX HORIZ. LL DEFL= -0,001" 0 3'- 10.9" MAX HORIZ. TL DEFL - -0.001" 0 3'- 10.5," NOTE: Design assumes moisture content does not to exceed 198 at time of manifacture. . Design conforms to main windforce-resistiry system and components and cladding criteria. m o Wind: 140 mph, h=20.9ft, TCDL-4,2,BCDL-6.0, ASCE 7-10, I ars (All Heights), Enclosed, Cat.2, Exp.B, 140FRS(Dir), o load duration factor-1,6, I Truss designed for wind loads in the plane of the truss only. M N c, M-3x4 y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,41 • • JOB NAME : 5019-D POLYGON - BJ2 � � ROFF ,. Scale: 0.5693 � �NG1�JN/FeI/�7"SjOA- WARNINGS: GENERAL NOTES,unless otherwise noted: rhI/G 5/I ( , -` Truss: BJ2 1.Bulkier 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 7 921II P E. r • 4 aannad Warningsa before construction commences. building component.Applicability of design parameters and proper pression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: MJ 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced DATE: 11/26/2014 Is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'on.respectively unless braced throughout their length� by ..r 4e0 the overall structure Is the responsibility of the building designer. 2Impar continuous sheathingor such as cingoe cres ownordrywsll(eC). 4 4.in Impact bodging or lateral bracing required where shown+a OREGON �, SEQ. : 6126054 4.No load should be applied to any component until after all bracing and 4.Design ass of truss Is the responsibilityused of the respective contractor. V R E ON fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a non corrosive environment, 44 TRANS I D• 413 216 design bads be applied to any component. end are for"dry condition"of use. �L J� tk (� • 5.CompuTrus has no control over and resumes no responsibility for thfel e S.Design assumes NN bearing at all supports shown.Shim or wedge if /� I 7 4 20 `P•'�' fabrication,handling,shipment and Installation of components, necessary, 6.This design is furnished subject to the limitations set forth by7•Design assumes adequate nth facesae is e. 111 .1:0111-\.• VIII VIII VIII VIII VIII VIII VIII(III(III TPOWI'CA In BC81,copies of which will be furnished upon request, a linesPlacoinaldeewAjoint center lieaor trans.msa,end placed ars their center 11 MiTek USA,Inc./CompuTrus Software 7.8.6 1 L-E e.Digits Indicate Are of plate in inches. ( ) 10.For bask,connector plate design values see ESR-1311,ESR-lose(MITeq EXPIRES:12/31/2015 This design prepared from computer {input dy 11111110111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1.00 TC: 2x4 NUDE 01HBTR LOAD DURATION INCREASE - 1.15 1-2=) 0) 72 2-4-(C) 0 BC: 2x4 KDDF #lEOTR SPACED 24.0" D.C. 2-3-(-137) 115 i TC LATERAL SUPPORT < 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED-BOG 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" -34/ 402V -66/ 185H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.7" -106/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc. spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR SPAC LIVE LOAD. TOP MAX TL CREEP DEFL .. -0.003" @ -1'- 0.0" Allowed r 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TC PANEL LL DEFL - 0,161" @ 3'- 7.2" Allowed- 0.479" 5-11-11 MAX TC PANEL TL DEFL = -0.145" 8 3'- 4.9" Allowed - 0.718" T MAX HORIZ. LL DEFL - -0.002" @ 5'- 10.9"' MAX HORIZ. TL DEFL - -0.002" @ 5'- 10.1" NOTE: Design assumes moisture cortent does Ij not to exceed 19% at time of manLfacture. 12 10.00 7 Design conforms to main windforce-resisticg system and components and cladding critar':3. Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE. 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, o, Truss designed for wind loads 1 in the plane of the truss only. I v 0 in I. ti rn t PTIJIIIIIIIIIIIIIIIIIIIIIIIIMMIIIIIIIIMIIIIIIIIMIIIII CD 0 M-3x4 ' l 1, ), 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 �Q'ED P R Op'F JOB NAME : 5019-D POLYGON - BJ3 Beale: 0.46@@ \�� ,Nc'P'c'71/Z6/M7 es /oA_ 1.ButtWARNIOS: GENERAL NOTES,unless otherwise noted: �� 7 912,•n E 2�>✓ 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 en individual Truss: BJ3 and Warnings before construction commences. building component.Applicability of design perimeters and prover j 2.2x4 compression web bracing must be Installed where shown•. marporation of component t the responsibility of the building designer. 3.Additional temporary bracingM Insure stebAft during construction 2.Design assumes the top and bottom chords to be laterally braced a DES. BY: MJ Is the nee nsINoAty or the ector.AddlHonsl y rmanent brednp of 2'co.and at to'ac,respectively unless braced throughout their length by f+�.-.. po Pe continuous sheathing such as plywood sheathing(TC)andfor drywaA(BC), 4 DATE: 11/26/2014 the overall stricture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s+ 7OREGON EG ON " ski 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 612 6 0 5 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a non-corrostve ennronmen4 r� ; ^�-. i�� o,�t design loads be applied to any component. and are for"dry condition'of use. Q 14 TRANS I D 413 216 5.CompuTrus has no control over and assumes no responsibility for the 8• oeaeaea assumes NN bearing at all supports shown.Shim or wedge If Q) • fabrication,handling,shipment and InatelaUon of components. 7.Design ssumes adequate drainage la provided. R��L 0.This design Is furnished subject to the imitations sal forth by. 0.Plates shell be located on both lanes of truss,and placed so their center I lines IIIIII VIII VIII VIII VIII lilt TPIANTCA nSCSI,copies of which will be furnished )- request.MeUSA,Irc ICompuTrue Software7.6.81 L)E o0coincide of plate inches. Fr Digits basin nnectorplta design values see ESR•1311,ESR-1088(Wok) . EXPIRES:12/31/2015 -AA-- -- -- IIIIIIIIIIIIII -- ---... - -�-- , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" 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-(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-249) 222 3-4�( -91) 37 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 • OVERHANGS: 12,0" 0.0" 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) 0'- 0,0" -24/ 378V -BB/ 23811 5,50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KIDF ( 625) 5'- 11.2" -223/ 356V 0/ OH 1,50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 3V 0/ OH 1,50" 0.00LDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I K BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spac ng.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/10 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 - 0.095" @ 2'- 11.0" Allowed s 0.481" "(fr MAX TC PANEL TL DEFL - -0,077" @ 3'- 2,4" Allowed - 0.722" MAX HORIZ. LL DEFL = -0,003" @ 5'- 11.2" MAX HORIZ. TL DEFL - -0,003" @ 7'- 10.9." 12 10.00 o NOTE: Design assumes moisture cor.'tent does not to exceed 19% at time of manufacture. It Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mph, h-22,5ft, TCDL-4,2,BCDL=6,0, ASCE 7-10, o (A11 Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), I load duration factor-1,6, Truss designed for wind loads r in the plane of the truss only. ti rn 1 M-3x4 l y , b 1-00 6-00 1-11-11 PROVIDE FULL BEARINGiJts:2,5,3,41 JOB NAME : 5019-D POLYGON - BJ4 �� a PRQpF°, Scale: 0.4119 �_`I IN s0 WARNINGS: GENERAL NOTES,unless otherwise noted: �C4� '!A/r(�?,, L. /"1�. Truss: B J 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual .92 0 0 P E r r and Warnings before construction commences, building component.Applicability of design parameters and proper 2.9x4 compression web bracing must be Installed where shown+. Incorporation of component is the reeponalbllny of the building designer. DES. HY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced e( Is the responsibility of the erector,Additional permanent bracing of T e.c.and at 10'o.a,respectively unless braced throughout their length b y �I� DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywallC, /`•star b 3.2x Impact bridging or lateral bracing required where shown++ y CrSEQ. : 6126056 4.No load should be tweed to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9� ,, V ' fasteners are complete and at no time should any loads greater then 6.Design assumes trusses are to be used Ina non-corrosive environment, OREGON‘ O y ^ TRANS I D: 413 216 design bade be applied to any component. and are for"dry condition"of use. E.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supporta shown.Shim or wedge If rQ. 14 2 , "'�^• fabrication,handling,shipment end Installation of components. necessary. S.This design Is furnished subject to the Amitalbns set forth T.Design assumes adequate drainage Is provided, ML�r•,P �� TPIIWTCA In SCSI,copies of which will be famished upon request. S livescoincideewith joint¢enter Ones.a of Innes,and placed so Ihelr center C I"( 11111111111111111111111111111110 IllpUTrue Software 7,8.6(1 L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1885(Weld MiTek USA,Ina/Com 9 Digits Indicate size of plate In inches. EXPI RES:12/31/2015 1rt1a ueaiyrr piepaceu LLUM r:urnpu,.ei i„I,u� uy 111111111111 PACIFIC LUMBER-BC TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DtF/Cq=1.00 TC: 2x4 KDDF 01[8TR LOAD DURATION INCREASE 1.15 -10;1 LUMBER SPECIFICATIONS 1-2-( 0) 72 2-5 0 3-4-(-109) 356 SPACED 24.0" O.C. 2-3-(-336) 56 BC: 2x4 KDDF R16BTR 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 BOG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KLDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 60V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL9'- 11,7" -63/ 93V 0/ OH 1.50" 0,15 KLDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc, spacing.I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP YERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 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 TC PANEL LL DEFL - 0.064" 0 3'- 4.9" Allowed - 0.461" MAX TC PANEL TL DEFL - -0.072" @ 3'- 2.4" Allowed.- 0.722" MAX HORIZ. LL DEFL - -0,005" @ 9'- 10.E MAX HORIZ. TL DEFL - -0.005" @ 9'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 Design conforms to main windforce-resistir'g 10.00 7 system and components and cladding criteria. Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor-1.6, o Truss designed for wind loads co in the plane of the truss only. 'Zr 1 co 1 r., o o M-3x4 1 l y y 1-00 6-00 3-11-11 (PROVIDE FULL BEARINGtJts:2,5,3,4I �,RE aPN ope,s,/ JOB NAME : 5019-D POLYGON - BJ5 B ale: 0,3515 �l' f WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. 921 P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual end Warnings before construction commences, building component.Applicability of design parameters and proper /A Truss B J 5 2.2a4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �`� 3.AddWlonal temporary bracing to Insure stability during construction 2•Design assumes the lop and bottom chords to De k1enM bread at !w 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: MJ Is the responsibaty of the erector.Addmonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). -O DATE: 11/2 6/2 014 the overad structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• ^9 O R EGON ��[/ 4.No bad should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respective contractor. �„ 4„ , SEQ. : 612 6 0 5 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /� 9 r 1 Q ZO ��-. design loads be applied to any aponanl, and are for"dry condition•of use. T RAN$ I D 413 216 ,,,p„ p y 9.Design uaumes full bearing at all supports shown.Shim or wedge If 6.Co Trus has no control over and assumes no res vmibtiit for the necessary. fabrication,handling,shipment and InalaitatioMFR n of components. 7.Design assumes adeqyuate drainage is provided. S.T This design eli is furnished subject to the 13C81,copies of which wlimitations set forth by be furnished upon request. a (plates shall be ins ooinclde with joist caon ntoth r lines.faces of truss,uand placed an their center I IIIIII(III VIII VIII VIII VIII VIII(III(III MITek USA,Inc.ICompuTrus Software 7.6.8(114-E 10.For b skiconnector platetdesign values see ESR-1311,EER-l9e6(MiTep EXPIRES:12/31/2015 111111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 016BTR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 84 2-11-(-1842) 5290 3-11-( -142) 354 10-15-(-3912) 1384 2x6 KDDF @16BTR T2, T3 2- 3-(-6104) 2080 11-12-(-2906) 7344 11- 4-( -360) 1548 BC: 2x6 KDDF 416BTR LOADING 3- 4-(-6046) 2122 12-13-(-2916) 7186 11- 6-(-2330) 1236 WEBS: 2x4 KDDF STAND; LL - 25 PSF Ground Snow (Pg) 4- 5-( 0) 0 13-14-(-2180) 5262 6-12-( 0) 376 2x6 KDDF (2 A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6-(-5374) 1936 14-15-( -78) 146 12- 7-( 0) 340 TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 10'- 0.0" TO 30'- 0.0" V 6- 7-(-7426) 2884 7-13-(-1578) 796 TC LATERAL SUPPORT <- 12"0C. UON. TC UNIF LL( 50.0)+OL( 14.0)- 64.0 PLF 38'- 0.0" TO 40'- 0.0" V 7- 8-(-6040) 2392 13- 8-( -346) 1670 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9-(-1166) 482 8-14-(-4818) 2056 ' 9-10-(-1442) 566 9-14-( -104) 314 : TC CONC LL( 416.7)+DLI 116.7)- 533.3 LBS 0 10'- 0.0" 14-10-(-1124) 3200 , NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416.7)+DL( 116.7)- 533.3 LBS @ 38'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRE[ BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.It4. `(SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1053/ 343BV -93/ 178H 5.50" 5.50 KDDF ( 625) OVERHANGS: 20.0" 0.0" 40'- 0.0" -1477/ 3777V 0/ OH 5.50" 6.04 K6'DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. : Des qn c ecke. for net(-5 psf) up ft at ' "oc: spacing. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 -'',- 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed - 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.005" @ -1'- 8.0" Allowed - 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL - 0.206" @ 19'- 0.6" Allowed - 1.954" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL - -0.398" @ 19'- 0.6" Allowed - 2.606" 9" oc in 2 row(s) throughout 2x6 webs. "' For hanger specs. - See approved plans MAX 00810. LL DEFL -0,061" @ 39'- 9.2" MAX HORIZ. TL DEFL - 0.097" @ 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 9-11-11 28-00-10 1-11-11 Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, T q (All Heights), Enclosed, Cat.2, Exp.B, MhFRS(Dix), 5-01-04 9-09 0-0 607 6-08-01 7-02-08 7-02-08 6-11-08 1 11-11 load duration factor=1.6, Tssind I 9-10-12 T I 4 I 4 T f in thedesiplaneed offor thewtrussoads only. 1 533.308 ' 12 i533.30�2 6.00 p M-7x8(5) M-4x6 5 M-3x4 045" M-3x8 M-4x6N 10.00 1 6 y 8 1'l '1'.1 M-9x8 x3 M-1.5 3 + , + rh n co o d / , .. afli A • • fr , o M-3x8 M-3x8 4.25 " 0.25 1 Is '" M-6x8 M-7x8(S) M-7x8(S) M-1.5x4 l y 1 J. 9-03-08 9-09-02 y 9-07-06 l 9-09-02 1-06-155 1-08 40-00 JOB NAME : 5019-D POLYGON - Cl ��RE° pRo F iN FIs Scale: 0.1594 rN �f J��/pt O� WARNINGS: GENERAL NOTES,unless otherwise noted: C v OZ$ !( /IP 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 _--92 I E t' Truss: C 1 2ndu4 Warnings beforbraconstructioncing m commences. building component.mponenApplicability h r design parameters and proper 2.2x4 compression web must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �,/ ,,p/ DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Is responsibility of the erector.Additional bracing or 2'o.o.end al 10'o.c.respectively unless braced throughout their length by `'ties► l6� continuous sheathing r suchasplywoodaedhs er drywall C). CC DATE: 11/26/2014 the the resp structurenis the responsibility of the permanent building designer.r. 3. Impact bridging or latsuchal bracing required where shown++ O SEQ. : 6126059 4.No load should be appaed to any component until alter all bracing and 4.teateAallon of truss la the responsibility of the respective contractor, yr� 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 TRANS I D: 913 216 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 O.Design assumes NA bearing al e8 supports shown.Shim or wedge If /O 14 2 .�� febdcalbn,handling,shipment and Installation of components. necessary. S.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage la provided. �RML � IIIIII VIII VIII IIIA IIID VIII VIII IIII IIII TPIMRCA in SCSI,copies of which will be famished upon quest. 9.liPnes situs coincide with joinptt on both lines faces of truss,and placed so their center MiTek USA,Inc./CompuTrua Software 7.6.6(10-E 10.Forbaits sio onnedicate ctoe rplatele desgnAvas. aluessee E8R-1311,ESR-lase(1lTek) EXPIRES:12/31/2015 Ulla ueblgir pLepdLCu LLVM �.VmpultlL 11,1/ul Vy 11111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1- 2-1 0) 84 2-11-(-1168) 2607 11- 3-( 0) 261 15-10-( -363) 1164 BC; 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3-1-3054) 1164 11-12-1-1170) 2604 3-12-1 -447) 338 10-16.1-1654) 681 823- 4-(-2557) 1052 12-13-1 -963) 2560 12- 4-( -200) 761 WEBS: 2x4 ROOF STAND; LOADING 4- 5-1 0) 0 13-14-( -885) 2430 12- 6•1 -592) 205 2x6 KDDF #2 A IL) 25.0)+DL1 7.0) ON TOP CHORD - 32.0 POE 4- 6-(-2200) 1023 14-15-1 -682) 1880 6-13-1 -42) 158 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2541) 1068 15-16-( -59) 76 13- 7-1 -63) 271 TOTAL LOAD - 42.0 PSF 7- 8-1-2090) 881 7-14-( -638) 297 BC LATERAL SUPPORT <- 12"OC. UON. (3- 9-( -849) 479 14- 8-1 -165) 819 LL - 25 POE Ground Snow (Pg) 9-10-(-1129) 485 8-15-1-1540) 560 9-15•1 -82) 434 NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 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, BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -283/ 1886V -132/ 227H 5.50" 3.02 ROOF ( 625) 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 ROOF ( 625) COND. : Des gn c ecke• for net(-5 psf) up ft at 4 "or spec ng. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL-4,/290, TL-L/103 MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed- 0,167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed - 0.222" MAX LL DEFL = 0.174" 8 18'- 9.0" Allowed - 1,954" MAX TL CREEP DEFL - -0.326" 0 18'- 9.0" Allowed - 2,606" MAX HORIZ. LL DEFL - -0.070" 8 39'- 9.2" MAX HORIZ. TL DEFL - 0.109" 8 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criterita. 13-03-11 22-08-10 3-11-11 1 1T '( Wind: 140 mph, h-22,5ft, TCDL-4,2,BCDL-6,0, ASCE; 7-10, 6-10 6-01-04 0-09:07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 (All Heights), Enclosed, Cat.2, Exp,B, MRFRS(Dir), ( 2 ff Truss ddesigned uration ffor o 6 wind loads 13-02-12 1' in the plane of the truss only, M-5x6(S) M-4x612 , 6.00 p 12M-4x6 5 M-3x4 0 25" M-3x5 Q 10.00 • 6 y '1 e • M-5x6(S) car M-3x5 i 0.25" o 3 + / ++ \/ rr A oto 0 o 1 cn pp rn . 16 4,4ro 1 r M-3x8 M-1. 5x3 1.25" M-3x4 0.25'' M-3x8 M-5x6(S) M-5x8(S) M-1.5x3y 1 y 6-08-04 y 6-01-04 1 7-10-11 y 7-08-15 y 7-10-11 3-08-02 y 40-00 yl-oe � p PROFF . JOB NAME : 5019-D POLYGON - C2 GIN o, Scale: 0.1596 �� f(.N WARNING$: GENERAL NOTES,unless otherwise noted: 92'1 P E - r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual lif Truss: 02 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be Installed where shown+. Incorporation of component Is the responsibility of the building designer, 3.Additional temporary bracing to Insure stability duds construction 2.Design assumes the top and bottom chords to be laterally braced at ` dr�!' 9 2'c.c,and at f 0'ex.respectively unless braced throughout their length by .f••d_st1 . DES. BY: MJ Is the responsibllty of the erector.AddWonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). 4t- DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 OREGON 4.No load should be applied to any component until alter ail bracing and 4.Installation of truss is the responsibility of the respective contractor. G,�. !� 20� T��. SEQ. : 6126060 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, ,/.� I' 14 t�, design bads be applied Io any component. and are for"dry condition*of use. V S" T RAN S I D 413 216e.Design assumes NI bearing at at supports shown.Shim or wedge if J�rr•� 4' b.CompuTros has no control over and assumes no responeWllUy for the near/nary. "••1'7 R��..� fabriostbn,handling,shipment and InstailaUvn of components. 7,Design umes adequate drainage b vided. 9.This design Is famished subject to the Imitation set forth by U.Plates shall be locatedonboth faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII III) TPWWCA MITeUSA,rlrtc/CompuTrus Software 7.8.8(1 L)E SCSI,copies of which wel be furnished upon Vesttlines coincide with joint center lines. o.For connector dvrogatstd sipnhveluea see E8R•181l,ESR•18h8(Welt) .' EXPIRES:12/31/2015 IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 i TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-12-(-1326) 2620 12- 3-( 0) 261 11-17-(•;1654) 832 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3-(-3054) 1398 12-13-(-1327) 2617 3-13-( -447) 278 WEBS: 2x4 WOOF STAND; 3- 4-(-2557) 1317 13-14-(-1226) 2589 13- 4-) -215) 759 2x6 RODE #2 A LOADING 4- 5-( 0) 0 14-15-(-1076) 2446 13- 6-( -594) 238 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-(-2200) 1232 15-16-( -838) 1885 6-14-( -42) 238 • TC LATERAL SUPPORT <- 12"OC, UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2552) 1307 16-17-( -64) 76 14- 7=( -154) 288 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8=(-2090) 1048 7-15-( -638) 344 8-10=( -854) 559 15- B-( -207) 832 . - ...................... - " _ - -- LL - 25 PSF Ground Snow (Pg) 9-10-( 0). 0 8-16-(-1551) 667 NOTE; 2x4BRACINGAT24OC UON. FOR 10-11-)-1129) 596 10-16=( -51) 445 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-11-) -478) 1164 ------------------------------------- LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIREE BRG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE S(3.IN. '(SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -374/ 1886V -132/ 228H 5.50" 3.02 KIDF ( 625) 40'- 0.0" -314/ 1670V 0/ OH 5.50" 2,67 KDpF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/163 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed - 0.167" MAX TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL - 0.211" @ 13'- 2.7" Allowed - 1,954" MAX TL CREEP DEFL - -0,326" @ 18'- 9.0" Allowed r 2.606" MAX HORIZ. LL DEFL - -0.079" 0 39'- 9.21' MAX HORIZ. TL DEFL - 0.110" @ 39'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture, 16-07-11 17-04-10 5-11-11 Design conforms to main windforce-resistir;'g T system and components and cladding critera(.a, 6-10 6-01-04 3-08-07 2-01-04 5-09-11 5-09-11 3-07-15 2-01-13 3-09-14 '( 1' '1 '1' T ' .1 T i. 1' Wind: 140 mph, h=23.4ft, TCDL-4.2,BCDL=6,0, ASCE' 7-10, 13-02-12 SUPPORT TOP CHORD AT JT.S 4-00 (All Heights), Enclosed, Cat.2, Exp.B, Mf%FRS(Dir), T load duration factor=1,6, 12 5 9 inTruss thedped offor thewind trussoads 6,00 p M-4x6 M-5x6(S) 12 planeonly. M-3x4M-4x6 6 0y25" M-3x5 0 Q 10.00 M-5x6(S) y ay B 0.25" M-3x5 3t + 1 rh r, rn A m + o o M-3x8 M-1.5x3 1.25" M-3x4 0.25'5 M-3x8 ** 7 M-5x8(S) M-5x6(S) M-1.5x3 1 1 1 J' 1 .1 1 i 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 1 1 1 • 1-08 40-00 JOB NAME : 5019-D POLYGON - C3 ,(Agl PR©FFn Scale: 0.1556 NQI�JN /��p� s/a WARNINGS: GENERAL NOTES,unlace otherwte noted: ¢4/ Il/G S71 1 + 1.Bulkier and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an Individual =_92••P E 9r Truss: C 3 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 alio /,/'. ,. DES. BY: MJ la the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'o.c.respectively unless braced throughout their length by ��1� DATE: 11/26/2014 the overall structure is the res onelbl of the buildingdesigner. corm acts sheathingor such las bracing re au red where shown andor drywall(BC). �r!� . Q bep ALP W 4.Installation n2tmpact bodging or the re)bredng ity of e where t 4 SEQ. : 6126061 4.No load should arapplied to any component until after all eater h and 4. et Design of truss is the are t responsibility of the respective contractor. A-OREGON i{/ fasteners are complete and el no time should any loads greater than 5. assumes Misses are to be used In a non-corrosive environment, �1., �7�.Y "LAN N. �A, TRANS I D" 413 216 design loads be applied to any component. and are for"dry condition"of use. t 5.CompuTrua has no control over and assumes no responsibility for the 6,Design assumes full bearing al all supports shown.Shim or wedge if V '�4 'e'd fabrication,handling,shipment and Installation of components. necessary. A` �ry �� 9.This design Is furnished subject to the tmltetlons set forth 7.Design assumes adequate drainage Is provided. '17 rl IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPUPrtCA In SCSI,copies of which will be famished upon request 9.Rees coinoMeewIth lining(cnentetr faces a oilmen),and placed so their center MRek USA,Ina./CompuTrue Software 7.8.6(1 L)-E 10.For basic comedo rplate design values see ESR-1311,ESP-1988(MITep EXPIRES:12/31/2615 rnis aesiyn prepdLeu LLuur wwpuueL u„pu, uy �I�IIIIIIIII�I PACIFIC LUMBER-BC , TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.0;0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE - 1,15 1- 2-(-2974) 1263 1- 8-( -998) 2604 2- 8-(-294) 1359 TC: 2x4 KDDF 81iBTR SPACED 24.0" O.C. 2- 3-(-2696) 1189 8- 9-( -731) 2179 8- 3-(-135) 1544 BC: 2x4 KDDF STtNDR 3- 4-(-1906) 971 9-10-( -725) 2133 3- 9-(-784) -0B5 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-1906) 971 10- 7-(-1003) 2535 9- 4-(-549) 11280 5- 6-1-2696) 1189 9- 5-(-784) '485 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 6- 6-(-2696) 1263 9-15-(-784) '485 BC LATERAL SUPPORT <- 12"OC. DON. DL ON BOTTOM CHORD - 10.0 PSF10- 6=(-194) 159 TOTAL LOAD - 42.0 PSF ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIREF BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, :(SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -243/ 1680V -217/ 217H 5.50" 2.69 KEDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, 40'- 0.0" -243/ 1680V 0/ OH 5.50" 2.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Des gn chec e• for net(-5 psf) up ft at 'or) spacing, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L1l00 MAX LL DEFL - 0.177" 8 20'- 0.0" Allowed"- 1.954" MAX TL CREEP DEFL - -0,324" @ 20'- 0.0" Allowed L. 2,606" r MAX HORIZ, LL DEFL - 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL - 0,116" 0 39'- 6.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manr(facture, Design conforms to main windforce-resisting 20-00 20-00 system and components and cladding criteria. Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASC E.7-10, 6-10-14 6-05-11 6-07-07 1 6-07-07 T 6-05-11 T 6-10-14 f (All Heights), Enclosed, Cat.2, Exp.B, MIIFRS(Dir), load duration Factor-1.6, 1 12 Truss designed for wind loads 1Z t4-4x6 ' 6.00 in the plane of the truss only. I 6.00 17 4.0" l 4 .hf M-5x6(5) �'1 M-5x6(5) 0,25" 0,25" t r y A. i ( )5x34\\ / 13\lOppp6 , m m � v *_. 0 4A ,� rr 10 *• o -, ** M-3x8 M-3x4 .25 M-3x4 M-3x8 0 , M-5x8(S) y ' l l ), 10-02-09 9-09-07 9-09-07 10-02-09 y 40-00 9,Eq PRQpes> JOB NAME : 5019-D POLYGON - C4 �� G/(N, s/ . Scale: 0.1605N�/�� (7►) O2 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 G /P E �' 1.Builder and erection contractor should be advised of all General Notes 1,This design Is bused only upon the parameters shown and Is for an Individual : Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web braving must be Installed where shown+. Incorporation of component Is the reaponslbllly of the building designer. 41, I,,' 2,Design assumes the top and bottom chords to be Merely braved at � ` �, 3.Additional temporary bracNp to Insure stability during construction Z oro.and at 10'o.o.respectNey unless braced throughout their lengpth by /'+®. DES. BY: MJ Is the responsibiRy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/26/2014 the overal structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ R EGON r.-. 4.No load should be applied to any component until ager el bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 612 6 0 6 2 fasteners are complete end al no time should any loads greater than N.Design assumes trusses are to be used In a non-corrosive environment, p4/ if N, 14 rLQ� design bads be applied to any component. and are for"dry condition"of use. Q {�P T RAN S I D" 413 2168.Design assumes fag bearing at el supports shown.Shim or wedge if f� 7 S,CompuTrus has no control over and assumes no responsibility for the necessary. ` it�.�.�^ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. a.This design Is furnished subpct to the limitations sat forth by e,Plates shall be bated on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII!III!III I' copies of which will be furnished upon request. MITeUSA,lnc./CompuTfua Software 7.8.81 L)E Digits indicate C. nnate plate values see EBR-1311,ESR-1088(MITek) EXPIRES:12/31/2015 uiiiiiiiimi '. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-,1.00 TC: 2x4 KDDF 11613TR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1-2=(-1826) 392 1-4-(-326) 1334 4-2-( -228) 1904 BC: 20 KDDF 116BT8 2-3>(-1334) 328 4-5=( -38) 84 4-3-( -432) 1878 WEBS: 2x4 KDDF STAND; LOADING 3-5-(-1498) ;348 2x6 OF SS A LL - 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT 24"0C. DON. BC UNIF LL( 475.0)+DL( 343.0)- 818.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. r)SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. 0'- 0.0" -618/ 2784V -51/ 96H 5.50" 4.45 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -563/ 2500V 0/ OH 5.50" 4.01 KRDF ( 625) '- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. NOTE: 2x4-BRACING-AT-24"OC>UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "ocspacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 ** MAX LL DEFL - -0.007" @ 3'- 5.1" Allowed'- 0,254" For hanger specs. - See approved plans ( 2 ) complete trusses required. MAX TL CREEP DEFL - -0.013" @ 3'- 5.1" Allowed 0.339" -/"- Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL - 0.001" @ 5'- 10.3" 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL - 0.001" 0 5'- 10.3>' XX 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. NOTE: Design assumes moisture cor'tent does not to exceed 19% at time of manufacture. 3-06-19 2-05-02 ( ( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 7Wind: 140 mph, h-20.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MI:L:'RS(Dir), load duration factor-1.6, M-3x4 Truss designed for wind loads 3 in the plane of the truss only. 00M-5xA4A n m -rt CD ® I ). 1►-a -/ 0 ** M-4x10 M-3x10 1 l ,1 y 3-05-02 2-06-14 1 6-00 WEDGE REQUIRED AT HEEL(S). • JOB NAME : 5019-D POLYGON - C GIRD � � PRpFFi �� NQ11NE `psi Scale: 0.4496 I /p/n(�T WARNINGS: GENERAL NOTES,unless otherwise noted: �I[I I'/Gr�/(Icc $ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual 1,:92/ 92/•P G ' �r" Truss: C GIRD and Warnings before construction commences. building oomponenl.Applicability of design parameters and proper 2.two compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: MJ 7,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'am.and al 10'o.c.respectively unless braced throughout their length by :41610.1P DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 2c Impact sheathing such l plcing required red where s shownor dryvnp(BC). `'� M p ty g b 3.2z Impact bridging or talent bracing required where ++ *r SEQ. : 6126063 4.No load should be applied to any component until after all bracing and 4.Installation of uvea Is the responsibility of the respective contractor. 9� OREGON�O, �/, 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, ^V TRANS ID: 413 216 design bade be applied to any component, and are for"dry condition"of use. • 5.CompuTrae has no control over and assumes no responsibility for the 8.Design assumes fn0 bearing al all supports shown,Shim or wedge If ��. Y 14 2 ••{� fabrication,handling,shipment and Installation of component, necessary. pp� - 8.This design Is furnished subject to the grMlellons sat forth by7.Design assumes adequate drainage Is provided. "r/,C F11:110,'p��4 VIII VIII 11111 IIIII VIII 11111 III IIII IIII TPIIWFCA In SCSI,copies of which will be famished upon request. 8.Ines coinobe with)Diol centtr lines.9.Digits of trues,and placed so their center r'7 n.. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)E hes. 10.For basiciconnector te slze plate desigate in n values see ESR-1311,ESR-1985(MITeld EXPIRES:12/31/2015 11111. ALIAS ueblytt pLepdLeu LLUI t OMVULSL it,put. uy 111111111111PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11,1" IBC 2012 MAX MEMBER FORCES 4WR/DI;F/Cq-1.00 TC: 2x4 KDDF 111GBTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-6-(q) 0 BC: 2x4 KDDF 1114BTR SPACED 24.0" O.C. 3-4-(-190) 138 TC LATERAL SUPPORT O. 12"OC. UON. LOADING 4-5-( -54) 28 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" 0.0" ,Y TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. ;)SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 355H 5.50" 0.60 KGDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KODF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11,2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 9'- 11.2" -136/ 193V 0/ OH 1.50" 0,25 KL?DF ( 625) 11'- 11.1" -29/ 47V 0/ OH 1.50" 0,07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec ng.I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/163 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 - 0.067" @ 3'- 4.9" Allowed'= 0.481" MAX TC PANEL TL DEFL - -0,075" 0 3'- 2.4" Allowed- 0.722" MAX HORIZ. LL DEFL - -0.007" @ 11'- 10.4° MAX HORIZ. TL DEFL - -0.007" @ 11'- 10.4k" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 10.00 7 Design conforms to main windforce-resistir.g system and components and cladding criteria. i Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASCE] 7-10, o (All Heights), Enclosed, Cat.2, Exp,B, M,FRS(Dir), d load duration factor-1.6, o I Truss designed for wind loads , in the plane of the truss only. ,-r m Ont r,� -' r o M-3x4 1 y y y 1-00 6-00 5-11-02 • 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 � � .PRppe, JOB NAME : 5019-D POLYGON - CJ10 ��` GIN s/ Scale: 0,3108 \ l WARNINGS: GENERAL NOTES,unless otherwise noted: ''I � ) 2-v 1.Builder and erection contractor should be advised of a8 General Notes 1.This design in based only upon the parameters shown and is for en Individual �' I` ) Truss: C J 10 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 in the responsibility of the building designer. -'te r I 7.Additional temporary bracing to Insure stability during construction Design assumes the top and bottom chords to be laterally booed et ��/' DES. B Y: MJ la the rospoulWNty of Iha erector.AddUlone)pemrenent bracInp of oc.and at 10'o.o,respectively unless braced throughout their length by /��. - .. ` continuous sheathing such es plywood sheathing(TC)and/or drywa8(BC). n DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2xImpact bridging or lateral bracing required where shown++ d OREGON C'+ wi(/ 4.No load should be applied to any component unit eller at bracing and 4.Installation of twos is the responsibility of the respective contractor. A SEQ. : 612 6 0 6 4 fasteners are complete and at no Ume should any bads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, j�A. Y 14 N . �• TRANS I D 413 216 design bade be applied to any component. and are for"dry condition"of use. • 5.CompuTnre hes no control over and assumes no responsibility for the e.Design assumes ful bearing st all supports shown.Shim or wedge if A. 1 Rj fabrication,handlecessary. 'Y/.eR R 11.1,• handling,shipment and InslalaUon of components. 7.Designceassumes adequate drainage Is provided. s.This design is furnished subpct to the Imitations set forth by s,Plates shall be located on both faces class,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII'III'III 7PVWTCA in SCSI,copies of which w411 be furnished upon request, H.lines coincide Indicate sizeJoint of plate in inches. MITek USA,lnciCompUTrue Software 7.6.6(IL)-E 10.For Maio connector plate design values see ESR-1311,ESR-1055(MiTek) EXPIRES:12/31/2015 NUMMI M MMI PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D1F/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE - 1,15 1-2=( 0) 72 2-5-(G) 0 BC: 2x4 KDDF 116BTR SPACED 24.0" O.C. 2-3-(-333) 305 ). 3-4-(-109) 56 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 i DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -112/ 297H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KOUF ( 625) 5'- 11.2" -263/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -75/ 100V 0/ OH 1.50" 0.13 KIbF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL -0.002" @ -1'- 0.0" Allowed`- 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed= 0,133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed,- 0.023" %I MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL - 0.064" @ 3'- 4.9" Allowed - 0.481" MAX TC PANEL TL DEFL - -0,072" @ 3'- 2.4" Allowed - 0,722" MAX HORIZ. LL DEFL - -0.005" @ 9'- 11.2." MAX HORIZ. TL DEFL - -0,005" 8 9'- 11.2" 12 10.00 NOTE: Design assumes moisture content does not to exceed 191 at time of manufacture. Design conforms to main windforce-resistirq system and components and cladding criteria. p Wind: 140 mph, h-23.5ft, TCDL-4.2,BCDL-6.0, ASCII,'7-10, (All Heights), Enclosed, Cat,2, Exp.B, MORS(Dir)I '-' load duration factor-1.6, i Truss designed for wind loads • in the plane of the truss only. • ro IMIMIIIIMIIIMIIIMIIMMIIIMIIIMM1 eT �iI O _! O 000°11/III-3x4 ' 1' y y y 1-00 6-00 4-02-12 'PROVIDE FULL BEARING:Jts:2,5,3,4j JOB NAME : 5019-D POLYGON - CJ11 iii,E° PROp Scale: 0.3524 sNI(GIN figs.„i`‘Vo ,.l- WARNINGS: GENERAL NOTES,unless otherwise noted: �4 d/ryZS / ' -1= 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end le for an indMidual -'-96./p E , ('' Truss: C J11 and Warnings before construction commences. building component.Appileeblllty 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. DES. BY: MJ 3.Addalonai temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'Sc,, and si 10'o.o.respectively unless braced throughout their length by continuous sheathing such as plywood shoewhere and/or drywail(BC). J�'!sR' Q DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging ghtg or lateral bracing required shown++ OREGON SEQ. : 6126065 4.No load should be applied to any component until atter ail bracing and 4.Instagetlon of truss Is the responsibility of the respective contractor. fasteners aro complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �G. is TRANS I D: 413 216 design loads be applied to any component. and are for"dry condition"of use. f^ '.4.. 9 14 z° " 5.ConipttTma has no control over and assumes no responsibility for the a.Design assumes full bearing at all supports shown.Shim or wedge if y labrlcalbn,handling,shipment and Installation of co necessary. /�� > components. 7.Design assumes adequate drainage Is provided. 3 t�I 1 y truss,and d so their 11111111111111111111111111111111111111111 eMlrnTe SAUINTCA lnSCSI,copies lnc/CompuT of Softw.This design is furnished subject to the ich willare a T.8.8(1 L)-Eations set forth bfurnished upon requesl. 0.Digits coincide Indicate B.Plates shall with size erof plate incvhes.located on both faces ase EBR-311c1e ESR-1955 center l i EXPIRES:12/3 :15 1.111d ueblyn plepoleu LIAM l:umpul. l 'input. uy MIME1.111d LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DI'F/Cq-1.00 TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE - 1.15 1-2"( 0) 72 2-5-1 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3-(-337) 305 3-4-(-109) 56 ; TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRES BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES) 0'- 0.0" -22/ 374V -111/ 297H 5.50" 0,60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9,2" 0/ 68V 0/ OH 5.50" 0.11 KCJF ( 625) 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 94V 0/ OH 1,50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'CORD, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS; LL-L/240, TL-L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" 4 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed- 0,133" _, MAX TC PANEL LL DEFL - 0.064" 8 3'- 4.9" Allowed - 0.481" MAX TC PANEL TL DEFL - -0.072" 8 3'- 2.4" Allowed ." 0,722" I� MAX HORIZ. LL DEFL - -0.005" 8 9'- 11.x'' o MAX HORIZ. TL DEFL - -0.005" 0 9'- 11.2." NOTE: Design assumes moisture cor.tent does not to exceed 19% at time of mancfacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MMFRS(Dir), load duration factor-1.6, 4 Truss designed for wind loads co in the plane of the truss only. 4 0 I w 1 • • M I r� a M-3x4 • 1 1 y l •• 1-00 6-00 4-00 . )PROVIDE FULL BEARING;Jts:2,5,3,41 1 tiR.1) PROpe,' JOB NAME : 5019-D POLYGON - CJ12 Scale: 0,3503 \�' rGN(31IN (9/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an Individual I Truss: CJ12 end Warnings before construction commences. building component.Applicability of design parameters and proper /,�+ 2.2x4 compression web bracing must bs 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 roughoaterally braced a[ ctrl! DES. B Y: MJ Is the res mNNAty of the erector.Additional nnanent bra of 2'continuousex.and at 10'o.o.such respectively unless braced throughout thew length by �'� . poPe ring sheathing such as plywood sheathIng(TC)andror drywal C). tr DATE: 11/26/2014 the overal structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracktg required where shown++ �EG�N F �� 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. '9L. 41 . SEQ. : 6126066 fasteners are complete and at no lime should any loads greater than 5,Design assumes tmsaes ere to be used M a non-corrosive environment, d Z P+ deign bode be applied to any component and are for"dry condition"of use. /0 7 ' 14 O T' TRANS I D: 913 216 5.CompuTrus has no control over and assumes no responelbgity for the a•Dedara assumes on bearing at ale supports shown.Shim or wedge if M [v �j fabrication,handling,shipment end instalation of components. 7.Design assumes adequate drainage is provided. R I`'A-. a.This design Is furnished tabled to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center , I,copies of which MI be furnished upon lines e with joint 111111111111111111111111 VTPIANICA In IT USA,lncJCompuT s Software 7.8.8(1 L)-E request. fl.s ForDigits asic con size designvalues see ESR-1311,ESR-1050(MRek) EXPIRE5:12/31/2p15 WIWI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10,9" IBC 2012 MAX MEMBER FORCES 4WR/DLIF/Cq=1.00 TC: 2x4 KDDF O16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-4-(6) 0 BC: 2x4 KDDF B16BTR SPACED 24.0" O.C. 2-3-(-180) 152 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT O. 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREL 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" -44/ 477V -88/ 236H 5.50" 0.76 KDDF ( 625) 7'- 8.2" 0/ 181V 0/ OH 5.50" 0.29 K0,3F ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 10.9" -143/ 231V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc':apacing.' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS; LL-L/240, TL-L/1t�3 -i 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 - 0.525" @ 4'- 8.5" Allowed . 0.647" Ln .- Ij MAX TC PANEL TL DEFL - -0.513" @ 4'- 5.7" Allowed- 0.970" MAX HORIZ. LL DEFL - -0.003" 0 7'- 10.2," MAX HORIZ. TL DEFL - -0.003" 0 7'- 10.2" 121/ 2 10.00 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistiri3 system and components and cladding criteria. Wind: 140 mph, h-22.Sft, TCDL-4.2,BCDL-6.0, ASCI 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. , i M . ,-1 C O OI /11111.11111 '-� P-3x4 1 1 1, 1-00 7-10-15 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - CJ13 Scale: 0.4410 4«:?, pN��,�F�sra WARNINGS: oENERAI NOTE6,orale:a otherwise noted: 1' II 26 • 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 C °g2••P E • -7("" Truss: CJ13 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. ,/' DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at is responsibility of the erector.Additional permanent bracing of 2'o.o,and x110'e.o,respectively unless braced throughout their length by f•r �� 2xcontinuous bridging or such as bracing sheathing(TC)when a aodrordrywag C. DATE: 11/26/2014 is the resp structurenis the responsibilityct .Mie of theal designer. 3.co topori bddglp sulatch bredno required where shown r+ (B ) SEQ. : 6126067 4.No bad should be applied to any component until after a5 bracing and 4.Installation of truss Is the responsibiley of the respective contractor. Q/ 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, "Q y OREGON ,(� TRANS I D: 413 216 design loads be applied to any component, and are for"dry condition"of use. l"j l 5.CompuTrus has no control over and assumes no responsibility for the e,Design assumes foo bearing at all support,shown.Shim or wedge if O y 4 1� rebriatdon,handling,shipment end Installation of components. necessary. /1/L. 1,a Q` e.This design la furnished subject to the Imitations set forth7.Design assumes adequate drainage is provided. "•(�Fi R)4- . 11111111111111111 by 8.plates coincide e located on both faces of truss,and placed so their center TPIIWFCA In SCSI,copies of which will be famished upon request lines with joint center lines. MRek USA,Ir1c/CompuTrua Software 7.6.61 L-E 5,Digits Indicate size of plate in inches. ' ( ) 10.For basic connector plate design values see ESR-1311,EBR-1958(MITek) EXPIRES:12/31/2015 11111. Lois uesiyn prepareu LIAM �umput.ec lupur. uy IIIIIIIIIIIIII PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DdF/Cq-1,00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(d,) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3-(-136) 114 1 i TC LATERAL SUPPORT (= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) TOP CHORD -, 10.0 PSF DL ON BOTTOM CHORD - 32.0 PSF LBEARINGS MAXCVIRT3 REACTIONSHORZSIZE RE UI. (BPGCIRE) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -34/ 400V -66/ 183H 5.50" 0.64 KL''DF ( 625) 5'- 8.2" 0/ 76V 0/ OH 5.50" 0.12 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 10.9" -105/ 166V 0/ OH 1.50" 0.27 KOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net)-5 psf) uplift at 24 "oo spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS; LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" a -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" e -1'- 0.0" Allowed.= 0.133" MAX TC PANEL LL DEFL - 0.155" 9 3'- 6.8" Allowed:- 0.473" MAX TC PANEL TL DEFL - -0.138" 9 3'- 4.4" Allowed= 0.710" 6 MAX HORIZ. LL DEFL - -0,002" 9 5'- 10.2," 12 �r MAX HORIZ. TL DEFL - -0.002" a 5'- 10.2" 10.00 7 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistir.;g system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE'.7-10, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r' load duration factor-1.6, Truss designed for wind loads 1 a . of in the plane of the truss only. 1 in • I M I i CD 1 M-3x4 l ,1 y , 1-00 5-10-15 I 'PROVIDE FULL BEARING/Jts:2,4,31 1 JOB NAME : 5019-D POLYGON - CJ14 Scale: o.5D52 `c'\ NG1N OFFS�/o `' ll/ZSIT: 2 WARNINGS: GENERAL NOTES,unless otherwise noted: CC _ 2,./PE <:'" 1.Sunder end erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: CJ14 and Warnings before construction commences. building component Applicability of design parameters and proper Incorporation of component is the responslbllay of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �+� ...3.Additional temporary bracing to Insure stability during construction 2'o.n.and at 1 S'o.a reapedlvety unless braced throughout their length by /�r WP - DES. B Y: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such all plywood sheathing(TC)and/or dryvn5 C). rt/ CC DATE: 11/26/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or latent bracing required where shown+ OREGON 'C, iv SEQ. : 6126068 4.No bad should be applied to any component until after all bracing and 4.Inst.Batlon of truss Is the responsibility of the respective contractor. ,L. �0� fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non•corrosNe environment, design bads M applied to any component. end aro for*dry condition"of use. �P TRANS I D: 413 216 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.andrassumes M bearing at at supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage Is provided. �P R I L," •. 8.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 131 VIII VIII VIII VIII VIII'III'III TIVWTCA InBC8I,copies of which will be furnished upon request.MITe SAlrc/CompuT s Software 7.3.8(1L)E lines acosize�ainches. bannectoplfs design values see ESR-1311,EBR•1 a88(Wok) ' EXPIRES:12/31/2015 INWIC ....... ,...,.-y.. ,..-r-.-� ...,... .,,,...r....... ....r.... ..,1 .. PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 i TC: 2x4 KDDF 1103TR; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-( 0) 84 2-12-(-1352) 7306 12- 3-( -560) 2784 17-10-(-26B) 364 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3-(-8388) 1602 12-13-(-1338) 7236 3-13-(-2236) 546 I BC: 2x4 KDDF #16BTR; 3- 4-(-6314) 1202 13-14-(-1114) 6228 13- 4-( -384) 2278 2x6 KDDF #16BTR B1 LOADING 4- 5-( 0) 0 14-15-(-1112) 6230 13- 6=(-1140) 838 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-(-5564) 1084 15-16-( -822) 4004 6-14-( 0) 196 DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-4618) 1280 16-17-( -824) 3256 6-15-(-2904) 562 TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-3164) 1118 17-11-(-1072) 3606 15- 7-( -322) 2026 BC LATERAL SUPPORT <- 12"0C. UON. 8- 9-(-3184) 1058 7-16-(-2166) 568 LL - 25 PSF Ground Snow (Pg) 9-10 (-3920) 1252 16- 8-( -716) 2446 , ADDL: BC UNIF LL+DL- 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11-(-4196) 1340 16- 9-( -784) 476 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-17-( -122) 526 ALL.FLATTOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL- 2508.0 LBS @ 6'- 1,5" -"""'---`-"-"""'-"""' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. ((SPECIES) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -930/ 4616V -229/ 239H 5,50" 7.38 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 46'- 3.0" -355/ 2273V 0/ OH 5.50" 3.64 KFOF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec ng.I nails staggered at: VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 -',- 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL - 0.005" @ -1'- 8.0" Allowed - 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL - -0.005" @ -1'- 8.0" Allowed - 0.222" 9" oc in 2 row(a) throughout 2x6 bottom chords, MAX LL DEFL - 0.174" @ 20'- 8.7" Allowed.- 2.267" \/M�/ 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL - -0.517" @ 15'- 7,7" Allowed'- 3.022" 9" oc in 1 row(s) throughout 2x4 webs, I @ HANGER BY OTHERS TO APPLY MAX HORIZ. LL DEFL - -0.054" @ 45'- 9.5!" 0-06-06 CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. TL DEFL - 0.127" @ 45'- 9.5" �'( 9-11-11 5-06-04 10-09-01 20-00 NOTE: Design assumes moisture content does ( T not to exceed 19% at time of mantfacture. 6-03-04 3-02-01 5-09-12 5-02-12 5-02-13 6-06-04 6-06-04 6-11-08 T T T T T 1' T T T T Design conforms to main windforce-resistir'g 9-10-12 system and components and cladding criteria. 12 12 M 4x6 Wind: 140 mph, h-24.2ft, TCDL-4,2,BCDL-6.0, ASCE 7-10, 6.00 p 6.00 p 12 6.00 (All Heights), Enclosed, Cat.2, Exp.B, Mh,FRS(Dir), 4.0" load duration factor-1.6, e 4,/ Truss designed for wind loads M-5x6(S) in the plane of the truss only. M-3x57 3.1 0.25" 1 M-5x6 5 M-6x10 ', M-3x6 l'`' + +�/*to4-1.5x3 ,diiiiiii6.\ 00.000 m r+ M •00•01' 1 4 1o M-3x10 M-3x8 .25" M-1.5x3 M-3x5 0.25 M-3 x4 M-3x5 ** of y , 208M-7x12(S) • y y M-5y(S) y y J, y 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 1-08 46-03 l JOB NAME : 5019-D POLYGON - D1 Scale: 0.1351 ��NG90 pN`/1Ca/}L�7��O�`S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ��! .'I/je�(l( •f7' 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 '9211.P E , r' Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper r""� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. / 3.Additional temporary bracing to insure stabtity during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: MJ la the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'c.c.respeotiety unless braced throughout their length by �� continuous impact sheathing such aacingplywood sheathing(TC)s honor drywaN C). -A 1 tt DATE: 11/26/2014 the hemp nsibiure is the responsibilityctAddon at bulging designer. 3.Scx bridgingth or lateral brano required when shown r d SEQ. : 6126070 4.No bad should be appted to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. /74 , _OREGON fasteners are complete end al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-conosive environment, s7 �(?, ,(`d TRANS I D: 413 216 design loads be applied to any component and are for"dry condition"of use. J '4 0 S.CompuTrea has no control over and assumes no responsibility for the a.Design assumes full bearing at se supports shown.Shim or wedge II Q 14 2 �' fabrication,handling,shipment and Installation of components, necessary. h a.This design Is Nmished subject to the limitations set forthT.Design assumes adequate drainage is provided. .,�n R ILt..1 'IIIIII(IIII VIII IIIA VIII(IIII IIIA IIII IIIIby 8.plates shall be located on both roes. of truss,and pieced so their center TPUWTCA In BCS(,copies of which will be furnished upon request. lines coincide with jointppcenter lines. MITek USA,Inc./CompuTfue Software 7.8.8(1 L)-E 10.ForBbasic connete ctoroplate dee algn valinches. es see ESR-1311,ESR-1080(MiTeld • EXPI RES:12/31/2015 t arras ueaa.yrr I+aa�aaau aau�u ..u,ut.u�aa ,1t.u, ..y II�IIIIIIII'll PACIFIC LUMBER-BC TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 LUMBERSPECIFICATIONS 1- 2-( 0) 84 2-12-(-1300) 3100 12- 3-) 0) 273 TC: 2x4 KDDF 016BTR LOAD DURATIONAINCREASE - 1.15 2- 3-(-3577) 1483 12-13-(-1302) 3097 3-13-( -411) 308) BC: 2x4 KDDF STANTA SPACED 24.0" O.C. 3- 4-(-3097) 1389 13-14-1-1248) 3314 13- 4-1 -363) '1951 WEBS: 2x4 KDDF STAND LOADING 4- 5-( 0) 0 14-15-( -982) 2682 13- 6-( -951) 433 TC LATERAL SUPPORT <- 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6-(-2684) 1325 15-16-( -999) 2623 14- 6-(-1290) '713 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-3681) 1802 16-11-(-1230) 3013 14- 7-) -689) 1578 TOTAL LOAD - 42.0 PSF 7- 8-(-2425) 1322 7-15-(-1271) 754 8- 9-(-2471) 1251 15- 8-( -911) 1860 LL - 25 PSF Ground Snow (Pg) 9-10-(-3251) 1458 15- 9-( -775) 477 ALLLLE: 2T4 OPACIOR AT 2 "0C UON. FOR 10-11-(-3520) 1522 9-16-1 -133) 546 FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10-) -277) 350 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRE[ BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) 0'- 0.0" -351/ 2138V -230/ 240H 5.50" 3.42 KDDF ( 625) ** For hanger specs. - See approved plans 46'- 3.0" -279/ 1942V 0/ OH 5.50" 3.11 KEN' ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc:spacing.l VERTICAL DEFLECTION LIMITS: LLL/240, TL-L/180 MAX LL DEFL - 0.022" 9 -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8,0" Allowed- 0.222" MAX LL DEFL - 0.337" 9 18'- 9.9" Allowed - 2.267" MAX TL CREEP DEFL - -0.592" 8 18'- 9.9" Allowed - 3.022" MAX HORIZ. LL DEFL - -0.106" 9 45'- 9.5" 0-04-07 MAX HORIZ. TL DEFL - 0.168" 8 45'- 9.5" If 20-00 NOTE: Design assumes moisture cor.tent does 13-03-11 5-06-09 7-05-01 fIf f not to exceed 19% at time of manufacture.1 6-10 6-01-04 5-02-12 f3-11-03 3-09-07 6-06-04 T 6-06-04 1 6-11-08 1 Design conforms to main windforce-resistir)g 2 {T ( T T system and components and cladding criteria. 13-02-12 � ,� Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASCE', 7-10, 12 12 M-9x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MPFRS(Dir), 6.00 p 6,0017' 4 0n d6.00 load Truesduration designedfforowind6loads 8 M-50(s) in the plane of the truss only. 1 M-3x5 � 7 3.1 M-5x64: M-5x10 • 0`25" M-5x8(S) + + +1 n-1.5x3 0.25" 3 + 11V la • M-3x8 M-1. 5" M-4x6 0.257 M-3x4 M-3x8 ** of . M-5x8(S) M-5x8(S) y y 6-08-09 l 6-01-04 y 6-00-07 l 7-05-01 J. 9-10-09 y 10-01-12 y 1-08 46-03 �',, p PRQFess.::. JOB NAME : 5019-D POLYGON - D2 Scale: 0.1356 T;- 714,9 SCI WARNINGS: GENERAL NOTES,unless otherwise noted: !920/ � p E '� Wit' 1.Builder and erection contractor should be advised of all General Notes 1.This design u based only upon the parameters shown and Is for en individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters end proper j A�,+'"� 2.2n4 compression web bracing must be Installed where shown+. Incorporation of component le the responsibility of the building designer. /��` s.Additional le bracing to insure stabilitydud conslrudion 2.Design assumes the lop and bottom chords to be lalen9y braced a DES. BY. MJ "g 2'c.o.and at 10'o.o.respectively unless braced throughout their length by ,/-,s_ • Is the responswSty of the erector.Addiional permanent bracing of continuous sheathing such as plywood sheething(TC)andlordrywa8 C). DATE: 11/2 6/2 014 Na overall de is the to any comp of nt until building designer. 3.2x Impact bodging or lateral bracing required the where shown+ y OREGON ' ti 4.No Mad should be applied to any component until alter all bracing end 4.Inatailation of truss Is the responsibility of the respective contractor. 7/ de h0�.• S E Q. : 612 6 0 71 Whiners are complete and at no lime should any Mads greater than 5.Design ssumes trusses are to be used in a non-corrosive environment, 4 D design Made be applied to any companenl, end dolor'drycondition" MI bean of use. 1� T RAN S I D• 413 216 S.Design assumes o d bearing at all supports shown.Shim or wedge H 1 S S.CompuTros has no control over and assumes no responsibility for the necessary �R y,^ fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. 9.This design Is furnished subject to the limitations set forth by9.Plates shall be located on both laces of truss,and placed so their center lines Joint IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITe SA Inc/CornpuTrus Soft7.8.8(1 L)E TPVWTCA In EICSI,copies of which*Abe famished uponroqueel 10.ForMints basincide with ic connedo rplatee designAvalues see ESR-1711,ESR-1958(MITek) 9. f late EXPJRES:12131L2015 111111112 PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1,.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1,15 1- 2-( 0) 84 2-13=(-1386) 3146 13- 3-( 1 0) 273 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2- 3-(-3576) 1692 13-14-(-1388) 3143 3-14-( 4411) 250 WEBS: 2x4 KODF STAND 3- 4-(-3096) 1629 14-15-(-1471) 3364 14- 4-( 4358) 950 LOADING 4- 5-( 0) 0 15-16-(-1133) 2719 14- 6-( X348) 439 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2684) 1512 16-17-(-1100) 2621 15- 6-(-1290) 882 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-3680) 2051 17-11-(-1317) 3009 15- 7-( -273) 1610 . TOTAL LOAD - 42.0 PSF 7- 8=(-2424) 1437 7-16-(-1291) 873 8- 9-(-2470) 1366 16- 8-(-11014) 1870 NOTE?- - - == 2x4BRACINGAT 24"0C UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10-(-3248) 1541 16- 9-( -773) 475 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-(-3516) 1586 9-17-( -71) 538 ------------------------------------= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-( 0) 84 17-10-) -273) 275 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED.BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -422/ 2133V -244/ 244H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -384/ 2132V 0/ OH 5.50" 3,41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed 0.167" MAX TL CREEP DEFL = -0,021" 8 -1'- 8.0" Allowed- 0.222" MAX LL DEFL - 0.366" @ 18'- 9.9" Allowed ,.. 2.267" MAX TL CREEP DEFL - -0.591" @ 18'- 9.9" Allowed 3.022" MAX LL DEFL - 0.022" @ 47'- 11.0" Allowed 0.167" MAX TL CREEP DEFL - -0.021" 8 47'- 11,0" Allowed•= 0.222" 16-07-11 2-02-04 7-05-01 20-00 MAX HORIZ. LL DEFL - -0.113" 8 45'- 9.5" MAX HORIZ. TL DEFL - 0.168" @ 45'- 9.5," 6-10 6-01-04 3-08-07fl. 13-11-03 3-09-07f 6-06-04 6-06-04 6-11-08 NOTE: Design assumes moisture cot tent does 13-02-12 110- 2 T not to exceed 19% at time of manufacture. •( ' Design conforms to main windforce-resisting 12 12 M-4x6 12 system and components and cladding criteria. 6.00 p 6.00 p d6.00 4.0" Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, SUPPORT TOP CHORD AT JT.5 0 .rr' (All Heights), Enclosed, Cat.2, Exp.B, MW'FRS(Dir), t M-5x8(5) load duration factor-1.6, 5 M-3x57 3 1 Truss designed for wind loads M-5x6 M-5x10 �0.25'r in the plane of the truss only. M-5x8(5) „/ 0.25" • + +r 14-1.5x3 .r + m ` rn c e r + I r io 1.."0"--1" /,M-3x8 M-1.5x3 39.25" M-4x6 0.25 M-3x4 M-3xf II-\2 1 M-5x8(S) M-5x8(S) 6-08-04 6-01-04 6-00-07 7-05-01 9-10-09 10-01-12 ), l ,1 ). • 1-08 46-03 1-08 rlo JOB NAME : 5019-D POLYGON - D3 Scale: 0.12e7 �'``� NGi�N orrF ys/p WARNINGS: GENERAL NOTES,unless otherwise noted: w� II/gg�(1 - 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an Individual !92OPr Trus s: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during analroagon 2.Design assumes the lop and bottom chords to be laterally bread at DES. BY: MJ is the responsibility gibe erector.Additional permanent bracing of 2'c.o.and at 10'o.c.respectively unless braced throughout their length by f'�p att,/�P• continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibmty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) d �y r�+. 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, V�Er.��.N SEQ. : 612 6 0 7 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are '7 4,/ to be used in a non-corrosive environment, �� TRANS I D 413 216 design loads be applied to any component. and are for"dry condition"of use. /Q :/fr 14 2S) P.,�„ 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes tali bearing at all supporta shown.Shim or wedge If " 1 fabrication,handling,shipment end Inateialion of components, Dnesesaery. MFA RIO- 5.5.This design Is furnished subject to the imitations set forth by7.Design assumes b elocated o adequate drainage Is provided.a 11111111111111 11111111111111111111111111 Plates shall be on both faces of truss,and placed so their center TP WVTCA In SCSI,copies of which will be furnished upon roquasL tines coincide with Joint center lines. 5.Digits Indicate size of plate In inches. MTek USA,Inc.lCompuTrua Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1055(MRek) EXPI RES:12/31/2015 i LUIb uealyr, pLeydleu LLVM uumpuLel ,.y„pu1 uy 111111111111PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•l.00 TC: 2x4 KDDF $16018 LOAD DURATION INCREASE - 1.15 1- 2-1 0) 84 2-14-1-1054) 3146 3-14-(-261) 280 SPACED 24.0" O.C. 2- 3=(-3518) 1348 14-15-1 -829) 2760 14- 4-(:-77) 512 BC: 2x4 KDDF STANDR 3- 4=(-3254) 1298 15-16-1 -582) 2276 4-15-(-698) 433 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-2521) 1139 16-17-1 -883) 2661 15- 5.4-317) 828 TC LATERAL SUPPORT <- 12"OC. UON. LII 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1 0) 0 17-12-(-1127) 3079 15- 7-(t-211) 147 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7-)-2177) 1109 7-16-(:-197) 140 TOTAL LOAD - 42,0 PSF 7- 9-1-2184) 1109 9-16-(-318) 830 8- 9-1 0) 0 16-10-1-721) 441 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=1-2527) 1140 10-17-(;-92) 552 10-11-1-3297) 1311 17-11-(r'307) 301 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-12-1-3576) 1368 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13-) -2) 90 ' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) 0'- 0.0" -350/ 2133V -238/ 239H 5.50" 3.41 KIDF ( 625) 46'- 3.0" -341/ 2131V 0/ OH 5.50" 3.41 KDDF ( 625) COND. : Des gn c ec e, or net(- psf up ft at 4 "oc spat nig. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.022" -1'- 8.0" Allowed- 0.167" MAX TL CREEP DEFL - -0.021" -1'- 8.0" Allowed- 0.222" MAX LL DEFL - 0.223" 23'- 0.5" Allowed - 2.267" MAX TL CREEP DEFL - -0.433" 23'- 0.5" Allowed- 3.022" MAX LL DEFL - -0.016" 47'- 9.0" Allowed > 0.150" MAX TL CREEP DEFL - -0.020" 47'- 9.0" Allowed - 0.200" 0-04-08 0-04-08 MAX HORIZ, LL DEFL - 0,096"„ 0 45'- 9.5" 19-11-11 6-01-10 20-01-11 MAX HORIZ. TL DEFL ., 0.158 0 45'- 9.5r ,( T T NOTE: Design assumes moisture content does ( ( (4 T (( 6-09-14 6-04-11 6-04-11 3-00-13 3-00-13 6-04-11 6-04-11 T 6-11-14 T not to exceed 19% at time of mancfacture. 12 12 Design conforms to main windforce-resistieq 6.00 p M-4x656 M-3x4s8 M-4x6 d 6.00 system and components and cladding criteria. M-5X8(S) M-5x8(S) 0.25Wind: 140 mph, h-24,2ft, TCDL-4.2,BCDL-6.0, ASCII 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MF.IFRS(Dir), " 0.25" load duration factor-1.6, Truss designed for wind loads I ..„ r4 in the plane of the truss only. i + + ) 5x34/ LM-1.5x3 /lip, M M r+ 1 /M-3x8 M-3x4 C.25" 0.25 M-3x4 M-3x8 t M-5x8(S) M-5x8(S) l 1' y 10-00-03 l 9-05-04 y 7-02-01 9-05-04 10-02-03 l y 1-08 46-03 1-06 AY' ea Scale: 0.1423 O PRO ' JOB NAME : 5019-D POLYGON - D4 Nll/Z6/17T coo \ / b 'r/ 44 � 9.. WARNING!: GENERAL NOTEH,unless otherwise noted; �- !g 21,1P E. f' 1.Builder and erection contractor should be advised of ail General Notes 1.This design u based only upon the parameters shown and Is for en individual Truss: D 4 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 4Ir DES. B Y. MJ le the res ns of the erector.Addltlonal ermanenl brads of Z'o.o.and at 10'0.0.respectively unless bread throughout their length by /r,41im po lbBty P U continuous sheathing such ea plywood eheething(TC)and/or drywal(BC). A CC DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ A.OREGON . 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responaidlity of the respective contractor. SEQ. 6126073 listeners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used k a non-corrosive environment, �1� 7 1' 20N ...L_ design loads be applied to any component. end are for"dry condition"of use. O -: 14 T TRANS z D 413 216 5.CompuTrus has no control over and assumes no responsibility for the 9,nDeae,sa assumes NA bearing at ail supports shown.Shim or wedge if �P fabdallon,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. M a R�O e.This design is famished subject to the limitations set forth by O.Pietas shell be located on both feces of truss,end pieced so their center IIIIII VIII VIII VIII VIII illi!VIII IIII IIII 7Tek Ain BCBI,spies of which will be furnished upon request. es. g IDigss Indicate size ines colnokle with joint nplebnte Inches. MtTek USA,InC./CompuTrue Software 7.6.8(1 L)-E 10.For bash connector plate design values see ESR-1311,URA 988(MITek) EXPIRES:12/31/2015 I0011l11illi PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.0,0 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-12-(-1070) 3215 3-12-1-195) 1254 BC: 2x4 KDDF 4168TR SPACED 24.0" O.C. 2- 3=(-3546) 1345 12-13.1 -876) 2906 12- 4-(-127) 406 WEBS: 2:c4 KDDF STAND 3- 4-1-3364) 1345 13-14-1 -674) 2481 4-13-(-519) 1305 LOADING 4- 5-1-2826) 1251 14-15=1 -713) 2351 13- 5-(-170) 1.717 TC LATERAL SUPPORT <- 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-2178) 1112 15-16-( -910) 2725 5-14-(-937) 521 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2178) 1112 16-10-1-1115) 3034 14- 6-(-715) 1620 TOTAL LOAD - 42.0 PSF 7- 8-(-2826) 1251 14- 7-(-937) '521 OVERHANGS: 20.0" 20.0" 8- 9-1-3365) 1345 7-15.1-170) ;717 LL - 25 PSF Ground Snow (Pg) 9-10•(-3546) 1345 15- 8-(-519) 1305 10-11-) 0) 84 8-16.1-127) ;406 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9-(-195) 253 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) 0'- 0.0" -366/ 2133V -279/ 279H 5,50" 3.41 KCDF ( 625) 46'- 3.0" -366/ 2133V 0/ OH 5.50" 3.41 KDDF ( 625) ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: 11,-L/240, TL-L/180 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed - 0.167" MAX TL CREEP DEFL - -0.021" 0 -1'- 8.0" Allowed = 0.222" MAX LL DEFL - 0.234" @ 23'- 1.5" Allowed - 2.267" MAX TL CREEP DEFL - -0.443" @ 23'- 1.5" Allowed - 3,022" MAX LL DEFL - 0,022" @ 47'- 11.0" Allowed - 0.167" MAX TL CREEP DEFL - -0.021" @ 47'- 11.0" Allowed - 0.222" MAX HORIZ. LL DEFL .. 0.096" @ 45'- 9.5' 23-01-08 23-01-08 •( MAX HORIZ. TL DEFL - 0.158" @ 45'- 9,.!" 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-07-10 6-00-14 NOTE: Design assumes moisture content does T 4 T 1 ' 1 j' T T not to exceed 19% at time of manrfacture. 12 12 6.00 p M-9X6 d 6.00 Design conforms to main windforce-resisting 4 0" system and components and cladding criteria. 6 Wind: 140 mph, h-25ft, TCDL-4,2,BCDL-6,0, ASCE '-10, (All Heights), Enclosed, Cat.2, Exp.B, MPFRS(Dir), M-3x9 3,1 load duration factor-1.6, M-5x6(5) 5 7M-3x4 Truss designed for wind loads M-5x6(S) in the plane of the truss only. 0.25" 0,25" ,.s Vippp.8. i M-1.5x33+\\ M-1.5x3 n t /\10p rn H to io /M-3x8 M-3x4 4F,25" 1'�5 nl1 10 M-3x8 0.2 M-3x4 M-3x8 n of • M-5x6(S) M-5x6(5) / ,1 J, ,I y , y b y 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 1-08 46-03 y J,1-08 JOB NAME : 5019-D POLYGON - D5 ��,ED PRo F, Scale: 0.1292 � �N( I�JN/7C(�7p� s/pip., WARNINGS: GENERAL NOTES,unless otherwise noted: C . flf��rhG�f.rpt f �vy7 1.Builder and erection contractor should be advised of all General Notes 1.Thla design Is based only upon the parameters shown and Is for an individual a 7 G.•e fP E ! r Truss: D5 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 b the responsibility of the building designer. �,,r'r•' DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced of Is reaponalblNty of the erector.Additional permanent bracing of 2'c.a and at 18'v.v,respectively unless braced throughout their length by ,..1, 8/�� continuous Imp aw ahealgln r such lateral bare au required or drywall(eC). _l Q DATE: 11/26/2014 the theoverallresp structure Is the responsibility of thepermanent building designer. 3.2x Imperil sheathi or suchas bracing plywood sheat where shown++ SEQ. : 6126074 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility o1 the respective contractor. 9 -a REQ N f(/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L ,A,, Y 20� �,( TRANS I D: 413 216 design loads be applied to any component. and are for"dry condition"of use. a.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge If Q .1 t;, fabrication,handling,shipment and installation of components. Designneassumes. � r'1 R I L\-�1 a.This design Is furnished sub)ed to the limitations set forth by7. latesllbladequate one both drainagefaces Is provided.a 1111111111111311111111 TPIIWfCA In SCSI,copies of which wdl be furnished upon rquest. 8.Plates coindMeevMJoint centetr grass of truss,and placed so their canter M)Tek USA,Inc./CompuTrua Software 7,6.8(1 L}E 0.For beDigits elo connectorpe latedesign�values see ESR-1311,ESR-1058(MITek) EXPIRES:12/31/2015 . auto ueoiyu F♦epoLeu "VI. wwVuuea µopus, uy WHINPACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-1 0) 84 2-10-( -744) 4623 10- 3-( 0) 315 14- 8=(-7977) 1908 SPACED 24.0" O.C. 2- 3-( -5331) 924 10-11=1 -747) 4620 3-11-( -576) 330 8-15=(-1'968) 0550 BC: 2x6 KDDF SS; 3- 4-( -4728) 930 11-12-( -630) 4119 11- 4=( -81) 522 2x10 KDDF SS D3 WEBS: 2x4 KDDF STAND; LONDIOG 4- 5-( -4050) 897 12-13-( -993) 5652 4-12-( -957) 537 2x10 KDDF 02 A LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1 -4050) 900 13-14-1-2142) 10545 12- 5-( -651) 3132 DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( -6507) 1353 14-15-(-3855) 17721 12- 6-(-3159) 774 TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8=1-12108) 2568 15- 9-(-4161) 19065 16_13-(_-561) 294-561) 0 BC LATERAL SUPPORT <- 12"OC. UON. 8- 9-)-21543) 4731 3-17-(-5586) 5040 LL = 25 PSF Ground Snow (Pg) OVERHANGS; 20.0" 0.0" ADDL: BC CONC LL+DL-10325.0 LBS @ 42'- 1.5" BEARING MAX VERT MAX HORZ BRG REQUIRED. BOG AREA JT 9: Heel to plate corner - 1.50" BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) ( 3 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -562/ 2973V -264/ 274H 5.50" 4,76 ODE ( 625) Join together 3 ply with 3"x.131 DIA GUN THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -2508/ 11432V 0/ OH 5.50" 18,29 KCDF ( 625) nails staggered at: 1 9" oc in 1 row(s) throughout 2x4 top chords, COND, : Des go c ec e' or net - ps ) up ft at or spat ng. 9" oc in 2 row(s) throughout 2x6 bottom chords, • VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9" oc in 3 row(s) throughout 2x10 bottom chords, MAX LL DEFL - 0.002" 8 -1'- 8.0" Allowed 0.167" 9XXX " oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL - -0.002" @ -1'- 8.0" Allowed - 0.222" 9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL - 0.134" 8 38'- 0.4" Allowed . 2.267" MAX TL CREEP DEFL - -0.411" @ 30'- 7.8" Allowed = 3.022" " HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. LL DEFL = -0.033" @ 45'- 9.5," THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX HORIZ. TL DEFL - 0.077" @ 45'- 9.5" 23-01-08 23-01-08 NOTE: Design assumes moisture content does f not to exceed 191 at time of manufacture. 8-03-13 7-04-14 7-04-14 7-02-13 7-04-09 3-11-14 4-06-04 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria, 6.00 p M-4x6 v 6.00 Wind: 140 mph, h-25ft, TCDL-4.2,BCDL-6.0, ASCE 1-10, 4,0" (All Heights), Enclosed, Cat.2, Exp.B, M17RS(Dir), 5 .r'? load duration factor=1.6, �. M-5x6(S) Truss designed for wind loads 3.1 in the plane of the truss only. 0.25" + LATERALLY BRACE TO ROOF DIAPHRAGM i M-3x4 6 + 2X4 WEB BRACE REQUIRED. ti M-5x6(S) • 0.25" +t M-3x8 3 + + 7 8 t4-5K16 M-4x12 m • ~ • of 03 ,,- t, o1 10 11 m 2 13 T �4 D M-3x4 M-1.5x3 M-3x4 M-3x8 M-3x6 0,25 M-6x16 0 M-5x6(S) M-12x14(S) +103250 ++Y Y Y Y Y Y 7 8-02-01 7-03-02 7-08-06 7-06-05 7-04-09 Y Y 4-01-02 4-01-08 . 1' 18-00-06 20-00 8-02-10 Y Y Y 1-08 46-03 � 0 PRO ,: JOB NAME : 5019-D POLYGON - D5 GIRDER scale: 0.1309 ,I;y\ NQIN /O� 111• c,s, ` 44 . 1. WARNINGS: GENERAL NOTES,unless otherwise noted: � -'_92��.PE . . >! 1.Bulkier end erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: D5 GIRDER and Warnings before conslrucion commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction Design assumes the top and bosom chords to be laterally braced at A� . DES. B Y: MJ2'o.o.and at 10'o.c.respectively unless braced throughout their len th by `�dr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such ea plywood aheething(TC)andlor drywoil C). tt DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Imperil bridging or lateral bracing required where shown+* p� r OREGON EGON �V 4.No bad should be applied to any component until aper all bracing and 4.Installation of truss is the responsibility of the respective contractor. ly► SEQ. : 6126075 fasteners are complete and at no time should any bads greater than 6.Design assumes busses aro to be used In a non-corrosive environment, / .q Y 2N design loads be applied to any component and aro for'dry condition"of use. 4. 1.4. .ayP TRANS I D: 413 216 5.CompuTrus has no control over and assumes no responsibility for the S.Design de re assumes fug bearing at all supports shown.Bhlm or wedge H rhh 1� VV RIO- fabrication,handling,shipment end installation of components. 7.Design ssumes adequate drainage is provided. n R �� 5.This design Is furntshed subject to the limitations set forth by 5.Plates shall be locatedonboth lanes of truss,and placed so their center umished upon lines I IIIIII VIII VIII VIII VIII VIII VIII III(III MfTe SA Ir1c fCompuTrus Software TPVWTCA in Beal,copies of which will be f 7.8 6(1 L}E request. 1incide with Joint center lines. 0.Digits bindicate conecloroplelstdealgnhvalues See ESR-1311,ESR-lass(WING , EXPIRES:12/31/2015 IUIIIIIIIINI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C(-1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-11-1-1152) 2892 3-11-(-213) 259 15- 9-( -•241) 1016 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3-(-3182) 1220 11-12-( -941) 2567 11- 4-(-133) 421 9-16=(-1905) 905 WEBS: 2x4 KDDF STAND; 3- 4-(-3015) 1219 12-13-) -742) 2138 4-12-(-524) 308 16-10-1 (-33) 23 2x6 KDDF 82 A LOADING 4- 5-(-2463) 1106 13-14-( -619) 1788 12- 5-(-173) 721 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1790) 965 14-15-( -678) 1714 5-13-(-939) 522 TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1795) 979 15-16-( -375) 741 13- 6-(-595) 1282 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-2068) 993 13- 7-(-516) 358 8- 9-(-1526) 705 7-14-( 0) 196 OVERHANGS: 20.0" 0.0" LL - 25 PSF Ground Snow (Pg) 9-10-( -34) 55 14- 8-( -4) 222 8-15-(-819) 329 *" For hanger specs. - See approvedBOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE g p plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KGDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) COND. : Des qn chec e. for net(-5 ps ) upl ft at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/167 MAX LL DEFL - 0.022" 8 -1'- 8.0" Allowed - 0.167" MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed - 0,222" MAX LL DEFL - 0.171" @ 15'- 6.8" Allowed - 2.054" MAX TL CREEP DEFL - -0.315" @ 15'- 6.8" Allowed r 2,739" MAX HORIZ. LL DEFL - 0.068" @ 41'- 6.1" 23-01-08 18-10-08 MAX HORIZ, TL DEFL - 0.109" 8 41'- 6.5" Tf { 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-09-03 1-08-09 NOTE: Design assumes moisture cor:tent does T T T j T f T 1 1 not to exceed 194 at time of manyfacture. 12 M-4x6 12 Design conforms to main windforce-resistir;g 6.00 p 4.0" d 6.00 system and components and cladding criter9�a. 6 '' Wind: 140 mph, h-25ft, TCDL-4.2,BCDL-6.0, ASCE 1-10, �, (All Heights), Enclosed, Cat.2, Exp.B, M#FRS(Dir), 3,1N\........44%...,.. .. load duration factor-1.6, M-3x9 X9 Truss designed for wind loads 57 in the plane of the truss only. M-5x6(S) M-5x6(5) 0,25" 0.25" +t M-1,5x3311/ + + M-5x61. c. b1-1,5x3 1 A '1o o - CD M-3x8 M-3x9 x.25" M-3x8 0.2 "" M-3 x9 1 +• 'N M-5x6(S) M-5x6(S) M-3x5 y l ,1 J. l y 8-00 7-06-12 7-06-12 7-06-12 1 7-06-12 3-09 y 1-08 42-00 y JOB NAME : 5019-D POLYGON - D6 Scale: 0,1466 c`�•\ apry DAFun �o WARNINGS: GENERAL NOTES,unless otherwise noted: /�f sa� f f 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 dual '92•,P E ' 'r, Truss: D6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Sx4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building esiigpner. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the lop end bottom chords to be latently braced et DES. BY: MJ la the responsibility of the erector.Additional permanent bracing of T n.o.and at 19'o,o, as ly unless braced throughout their lengthy �� continuous sheathing such l cing d sheathing(TC)where er drywall(BC). . + Cr DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required shown+a SEQ. : 6126076 4.No load should be applied to any component until after all bracing and 4.Installation of twists the responsibility of the respective contractor. E �N fasteners are complete end al no time should any loads greater than 5.Design assumes trusses are to be used In anon-conceive environment, 7L. r �O�(h. A TRANS I D: 413 216 design loads be applied to any component. and are for"dry condition"of use. u' 5.CompuTrus has no control over and assumes no responsibility for the G.Design assumes NA bearing at all supports shown.Shim or wedge If Q j 4 V�.. fabrication,handling,shipment and Installation of components. necessary. 6� S.This design Is furnished subject to the limitations set forth byT•Design assumes adequate drainage b provided. R RIO- 111111111I1I 11111 II VIII VIII VIII III;III 8.Plates shag be located on both faces of Inas,and placed so their center TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint carder lines. 9.Diggs indicate size of plate In Inches. MITek USA,Inc.lCompuTfus Software 7.8.8(1 L)E 10.For basic connector plate design values 31118 ESR-1711,ESR-1988(MfTek) EXPIRES:12/31/2015 M. ruin ueuxyrr prepareu arum vulupuLer uuput: uy 1'IIIIIIIII1I PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-11-(-1765) 4066 11- 3-(-365) 997 16- 7-( -623) 1249 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2- 3-(-4705) 1892 11-12-(-1635) 3733 3-12-(-742) 452 16- 8-( '512) 358 WEBS: 2x4 KDDF STAND, 3- 4-(-3379) 1309 12-13-(-1190) 2998 12- 4-( 0) 356 8-17-( 0) 197 2x6 KDDF 02 A LOADING 4- 5'(-2735) 1163 14-15-( -49) 127 4-13-(-710) 344 17- 9-( . 0) 357 LL( 25.0)+DL1 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2693) 1289 15-16-( -682) 1936 5-13-(-300) 255 9-18-(-2249) 943 TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-1768) 976 16-17-( -634) 1758 14-13-( 0) 77 18-10-1 -167) 203 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-1799) 973 17-18-) -689) 1631 13- 6-(-483) 1065 8- 9-(-2057) 984 13-15-(-637) 1819 OVERHANGS: 20.0" 0.0" LL - 25 PSF Ground Snow (Pg) 9-10-( -71) 125 6-15-1-1031 114 6-16-(-841) 519 specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSI LIMITED STORAGE RR For hanger LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. :(SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2,82 KCjF ( 625) COND. : Des gn c ec e. for net(-5 psf) upl ft at "oc spat nig. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1tO MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed- 0.167" MAX TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed- 0.222" MAX LL DEFL - 0.231" @ 14'- 1.0" Allowed- 2.054" 23-01-08 18-10-08 MAX TL CREEP DEFL - -0.409" @ 14'- 1.0" Allowed - 2.739" 2-09 5-07-08 5-09-04 4-05 4-06-12 6-03-08 6-03-08 6-03-08 MAX HORIZ. LL DEFL - -0.109" @ 41'- 6.5" MAX HORIZ. TL DEFL - 0.160" @ 41'- 6.5" 12 12 NOTE: Design assumes moisture cortent does 6.00 C7. M-4x6 d 6.00 not to exceed 19% at time of manufacture. 9.0" Design conforms to main windforce-resistir.g 7 system and components and cladding criterya. M-5x6(S) M-3x10 3.1 Wind: 140 mph, h-25ft, TCDL4.2,BCDL-6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MRFRS(Dir), 8 load duration factor-1.6, 0.25" Truss designed for wind loads 5 in the plane of the truss only. +t ' M-3x6 • M-3x4 + +, + + N. A u-1,5x3 M-3x5 3 M M-3x10 lc? p • 0 0 %r u,�'a�� __ ll'PP7N o 1 11 M- x4 0 J '7 ; RR to o ld-6x8 =M-.x6 M-3x8 0.2 M-3x8 M-5x8 M-1.5x3 WEDGE REQUIRED AT HEEL(S). _.o2.75 WEDGE WITH 2)M-1.5x3 TYP. M-5x8(S) 12 y 05-08 5-07-08 6-00-12 y 4-03-04 4-08-08 9-04-06 9-06-02 l y y 05-08 11-06-08 28-00 1 1-08 42-00 ��EO P R:OFF� JOB NAME : 5019-D POLYGON - D7 Scale: 0,1341 `�� tNo.(N �% WARNINGO: GENERAL NOTED,unless otherwise noted: - Ct I�� ; 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 • E ; �`� Truss: D 7 and Warnings before constriction 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. ® 2.Design assumes the top and bottom chords to be laterally braced a DES. BY: MJ 3.Addftional temporary bracing to Insure stability during construction rex.end at 10'o.a.respectively unless braced throughout their length by f,fin 1 is the reaponslb0ry of IM erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(TC)and/or drywal(BC). -® (r DATE: 11/26/2014 the overall structure is the responeiblAty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ORE CON ' (4 4.No bad should be applied to any component until after all bracing and 4.InoteAation of truss is the responsibility of the respective contractor. SEQ. : 612 6 0 7 7 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, 74�. 49,E P. �� M�� TRANS I D: 413 216 design bads be applied to any component. and are for"dry condition"of use. +a 14 • 5.CompuTrus has no control over and assumes no responsibility for the D.Design assumes NA bearing at all supports shown.Shim or wedge if /�,� eeyf" fabrlca ion,handling,shl Prr:a nt and InslaiaUon of components. necessary. ME 7.Design assumes adequate drainage is provided. Q Il.� S.This design Is furnished subject la the Imitations set forth by B.Plates shall be locatedmu on both faces of ss,and placed in their center IIIIII VIII VIII VIII VIII VIII Iilll illi(III TPIAMCA In BC81,copies of which willa furnished upon request. lines incoincide with Jointp centertelines. 9.DigitsDigitsosize oficInte Inness. MITek USA,InalCompuTrua Software 7.8.8(1 L)E to.For basic connector plate design values see E811-1311,ESR-196a(MrteqEXPI RES:12/31/2015 111111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 KDDF 8168TR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-13-(-1785) 4081 13- 3-(-365) 1007 10-20-7 -.238) 600 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3-(-4761) 1909 13-14=(-1655) 3746 3-14=(-836) 465 20-11=7 '-32) 222 WEBS: 2x4 KDDF STAND; 3- 4-(-3337) 1313 14-17-(-1195) 2914 14- 4-( 0) 404 11-21-7 -1566) 332 2x6 KDDF #2 A LOADING 4- 5-(-2593) 1123 15-16-7 0) 0 4-17-(-802) 455 21-12-7 -619) 1722 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( 0) 0 16-18-7 -46) 128 16-17-( 0) 85 12-22-(-1707) 770 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 5- 7-(-2212) 1095 18-19-7 -713) 2128 17- 5-(-253) 765 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42,0 PSF 7- 8-(-2238) 1060 19-20-7 -713) 2128 17- 7-(-184) 91 8-10-(-1807) 916 20-21-7 -656) 1716 17-18=(-732) 2128 LL - 25 PSF Ground Snow (Pg) 9-10-( 0) 0 21-22-7 -74) 115 7-18-(-278) 235 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11-(-2110) 933 18- 8-(-117) 232 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED.STORAGE 11-12-(-1953) 784 19- 8-7 0) 213 '------------------------------------ LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 8-20=(-705) 271 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED.BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -312/ 1970V -175/ 2330 5.50" 3.15 KLJF ( 625) 42'- 0.0" -234/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "o( spacing.' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1[0 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed- 0.167" MAX TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed'- 0.222" MAX LL DEFL - 0.214" @ 16'- 6.7" Allowed,- 2.054" 0-04-07 0-04-07 MAX TL CREEP DEFL - -0.386" @ 16'- 6.7" Allowed = 2,739" ff If 16-07-11 12-11-10 12-04-11 MAX HORIZ. LL DEFL - -0.110" @ 41'- 9.2" MAX HORIZ. TL DEFL - 0.170" @ 41'- 9.2" 2-09 6-07-06 6-10-14 4-05-05 4-07-02 3-11-03� 5-10-06 6-01-14 1 NOTE: Design assumes moisture cortent does �� not to exceed 19% at time of mant)facture, 16-06-12 12-03-12 T 1 T T Design conforms to main windforce-resisting 6.00 12 M-4x656 M-4X4 M-3X8 • M-4x6 12 system and components and cladding criteria. M-5x8(5) )6.00 Wind: 140 mph, h-23.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MPIFRS(Dir), M 0.25" i-3x4 load duration factor-1.6, q Truss designed for wind loads i + + + in the plane of the truss only. M 3x5 -2•M-4x4 • 2 f m M-3x10 o • o M-3x9 or 1 M-1.5x3 m M-x8 0.2 M- x8 M- x8 M-1.5x3 ** w M-5x8 M-5x8 ' WEDGE REQUIRED AT HEEL(S). -.2,75 WEDGE WITH 2)M-1.5x3 TYP. M-5x6(S) 12 *2-05-08 6-07-06 4-11-022-01-08 5-01-04 4-05-06 4-05-06 6-00-02 5-10-06 , l b -05-08 11-06-08 l l 28-00 1 b -0y 15-11-12 1-11-12 26-00-04 1-08 42-00 y PR JOB NAME : 5019-D POLYGON - D8 Scale: 0.1250 �•��<GtNG NPF�p/9,0 Fyy�uS,O1_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� (��]r/1 "�' 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 IndMdual .7 G*'P E r Truss: D8 and Warnings before construction commences. building component.Applicability o1 design parameters and proper �,,. i 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 conatrodlon 2.Design assumes the lop end bottom chords to be laterally braced at / DES. BY: MJ is the real temporary of erector.insure sta Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y �� .. continuous sheathing such as plywood sheathing(TC)and/or drywe0(BC. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ �". (� 4.No load should be applied to any component until alter all bracing and 4.Installation of trues Is the responsibility of the respective contractor, vRE:GOI� SEQ. : 6126078 fasteners are complete and al no time should any loads greater than S.Design assumes trusses are to be used Ina non-corrosive environment, 7L" 2J fit, Asi designloads be applied to any component. and are for"dry condition"o1 use. / '4]. TRANS I D: 413 216 a.CompuTrea has no control over and assumes no responsibility for the O.Design assumes full besting Q ng at all supports shown.Shim or wedge If O 14 20 ,, fabrication,handling,shipment and lnslellation of components, necessary. ,/jrE,�n'L��3 8.This design Is furnished rased to the limitations set forth 7.Design assumes adequate drainage is provided, n 111111111111411111 Iby Plates coincide be located on centerboth lanes of inns,end placed so their center TPWYTCA In SCSI,angles of which will be furnished upon request. lines with jointfylines. MTek USA,Irtc lCompuTrua Software 7.6.6(1 L)-E 10.Digits b indicatecosize rplatsie In design values sea ESR-1311,ESR-1980(MITek) EXPIRES:12/31/2015 'rnls resign prepares rrom computer 'input uy 1111111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 ( TC: 2x4 KDDF 9114BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-15-1-2263) 4021 15- 3-( -482) 987 10-22=)-020) 470 BC: 2x4 NODE 916BTR SPACED 24.0" O.C. 2- 3-(-4705) 2244 15-16-1-2094) 3693 3-16=1 -673) 450 22-11-1 '040) 1132 3- 4-1-3442) 1588 16-17-(-1652) 3026 16- 4-1 -5) 304 11-23-1-1864) 827 WEBS: 2x4 KDDF STAND; 2x4 KDDF STUD A; LONDIOG 4- 5-1-2913) 1454 17-19=1-1465) 2667 4-17=1 -569) 323 13-23=1 -45) 155 2x6 NODE 92 B LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-{-2574) 1342 18-20-1 -99) 191 17- 5=1 -604) 1088 23-14-1 =705) 1519 DL ON BOTTOM CHORD - 10.0 PSF 5- 7-( 0) 0 20-21-1-1282) 2738 17- 6-1 -676) 464 14-24.1-1776) 851 TC LATERAL SUPPORT <- 12"0C. UON, TOTAL LOAD - 42.0 PSF 6- 8-(-2663) 1427 21-22-1-1058) 2306 6-19-( -63) 480 BC LATERAL SUPPORT <- 12"OC. UON. 8- 9-1-2808) 1357 22-23-1 -742) 1529 18-19-1 0) 77 LL - 25 PSF Ground Snow (Pg) 9-10.1-2619) 1161 23-24-( -72) 83 19- 8-1 -352) 77 10-11-(-1815) 830 19-20-1-1309) 2635 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13-( -378) 290 20-20-) -180) 119 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-1 0) 0 9-Y9-( -167) 340 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14-1 -469) 313 , 29-21-1 -278) 664 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. •(SPECIES) 0'- 0.0" -382/ 1970V -126/ 251H 5.50" 3.15 KE.)F ( 625) 42'- 0.0" -329/ 1754V 0/ OH 5.50" 2.81 KEW ( 625) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc; spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/lP0 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed 0.167" MAX TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed - 0.222" MAX LL DEFL - 0.286" 8 19'- 1.3" Allowed - 2.054" MAX TL CREEP DEFL - -0,465" @ 19'- 1.3" Allowed - 2.739" 16-07-11 21-07-10 3-08-11 T MAX HORIZ. LL DEFL - -0.138" @ 41'- 9.2" 5-01-02 1-00-12 2-05-09 5-03-01 3-01-05 1- MAX HORIZ. TL DEFL = 0.182" @ 41'- 9.2," 2-09f 'f 5-01-02 f-/-07-11 T 5-06-09 T T 5-03-01 1 2.L01-13 X06 4 NOTE: Design assumes moisture cor?tent does 1' T 1 f f" '1 1' T T i' i'----f not to exceed 19% at time of manufacture. 1-09 1 13-02-12 SUPPORT TOP CHORD AT JT.7 Design conforms to main windforce rasistirg ( �� system and components and cladding criteria. 12 M-5x6(S) 12 6.00(7 M-3x4 7 12 Q 10.00 Wind: 140 mph, h=23.4ft, TCDL-4.2,BCDL=6,0, ASCE. 7-10, M-4x6 / M-iX9 0125" M-130x9 M-131x5 M M-3X6 (All Heights)duration Enclosed, Cat.2, Exp.B, My'FRS(Dir), M-5x6(S) ./' 3 load duration factor-1.6, • 4 Truss designed for wind loads . 0.25"..""/°/.°' .25" in the plane of the truss only. I `„ 0 M-3x5 / + + �. B r 0 or inI M-3x10 AN 1O. M- x4 M-3x8 o M-1.5x3 �' M- x8 0.2 M- x5 M-3x 0 ** o M-5x8 M-5x8 M-1.5x3 WEDGE REQUIRED AT HEEL(S). M-5x6(S) 0 2.75 WEDGE WITH 2)M-1.5x3 TYP. • 12 . k J. J. f f )' 1 )' J' l-05-08 5-01-02 5-02-14 y 5-01-04 7-01-14 7-00-02 7-01-14 1-05-102 2-05-08 11-06-08 28-00 y ; JOB -08 )NAME : 5019-D POLYGON 42-00D 9 Scale: D.1217 `��`�'31N ��os, �Il zgTl t', -7 WARNINGS: GENERAL NOTES,unless otherwise noted: C� 92/9,P E r 1.Builder and erection contractor should be advised of all General Notes 1.ThIs design Is based only upon the parameters shown end Is for en Individual Truss: D 9 and Warnings before constmoton commences. building component.Applicability of design parameters end proper 2.2x4 congression web braving must be installed where shown+. Incorporation of component is the responsibility of the building desiIgpner. 3.Addmanal temporary bracingto Insure slebgfty during conelnudlon 2.Design assumes the top and bottom chords to be laterally braced at mpo ry2'oro.and at 10'o.c.respectively unless braced throughout their length by J'J,le. ., DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/2 6/2 019 the overall structure la the reapondbdlty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -57� OREGON�� /</� 4.No load should be applied to any component until after all bracing and 4.Instagallon of trues is the responsibility of the respective contractor. `) /` SEQ. : 612 6 0 7 9 listeners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, -J1 .�k '4 2 A design loads be applied to any component, and are for"dry condition"of use. ' TRANS I D 413 216 5.CompuTrus has no control over and assumes no responsibility for the d.Design assumes full bearing at all supports shown.Shim or wedge If ille r f P • febdcalbn,handling,shipment and InslallatIon of components. 7.Design necessary.umes adequate drainage Is provided. FiR l t`", 8.This design is furnished subject to the limitations set forth by 8.Plates shag be loceled on both faces of truss,and placed so their center IIIIII IIID VIII VIII VIII VIII VIII IIII IIII Urequest. lines MITch SA,lnc/CompuT s Software 7.8.8(1L)-E 1osicnoraedr Digitsc nplate In values see ESR-1311,ORA 958(MITep EXPIRES:1 2/31/2015 IEIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1%BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 84 2-14=(-2092) 4021 14- 3=( -442) 987 Z0-10=( -206) 652 BC: 2x4 KDDF 115BTR SPACED 24,0" O.C. 2- 3=(-4705) 1990 14-15=(-1937) 3693 3-15=1 -673) 438 10-21-(-1020) 385 WEBS: 2x4 KDDF STAND; 3- 4-(-3442) 1370 15-16-(-1506) 3026 15- 4-) -5) 304 21-11-1 163) 1119 2x4 KDDF STUD A; LOADING 4- 5-(-2913) 1210 16-18-(-1223) 2667 4-16-1 -569) 382 11-22-(-1164) 775 2x6 KDDF 12 B IL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( 0) 0 17-19-1 -84) 191 16- 5=1 -376) 1088 12-22-1 '-26) 222 DL ON BOTTOM CHORD - 10.0 PSF 5- 7-(-2534) 1152 19-20-(-1142) 2738 16- 7-( -676) 258 22-13-) -731) 1519 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD - 42.0 PSF 7- 8-(-2663) 1187 20-21-1 -970) 2306 7-18-1 -90) 473 13-23.1-1776) 880 BC LATERAL SUPPORT <- 12"OC. UON. 8- 9=(-2808) 1156 21-22-1 -715) 1529 17-18=1 0) 77 _ _ _= LL - 25 PSF Ground Snow (Pg) 9-10-(-2619) 1039 22-23-( -73) 83 18- 8-1 -339) 93 F NOTE 2x4BRACING AT29 OCUON6FOR 10-11-(-1815) 754 18-19=I-1117) 2635 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-1 -375) 253 8-19-I -180) 233 ALL-FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-1 -466) 271 19- 9-1 -69) 110 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-20-1 -448) 275 OVERHANGS: 20.0" 0.0" • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA *• For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -292/ 1970V -127/ 2508 5.50" 3.15 KW ( 6251 42'- 0.0" -217/ 1754V 0/ OH 5.50" 2,81 KF!DF ( 625) 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/11.0 0-04-07 MAX LL DEFL .. 0.022" 8 -1'- 8.0" Allowed:= 0.167" r( MAX TL CREEP DEFL - -0,021" 8 -1'- 8.0" Allowed= 0.222" 0-08-05 MAX LL DEFL - 0.261" 8 19'- 1,3" Allowed - 2.054" f MAX TL CREEP DEFL - -0,465" 8 19'- 1.3" Allowed= 2.739" 13-03-11 26-11-10 1-08-11 T { MAX HORIZ. LL DEFL - -0.129" 8 41'- 9.2" 5-01-02 5-01-09 5-03-01 MAX HORIZ. TL DEFL - 0.182" 8 41'- 9.:." S-Oi-05 2-09' T 5-01-02 1 1 5-06-09 4 T 5-03-01 T 1108-11 NOTE: Design assumes moisture content does T T T ( -� not to exceed 19% at time of manc(facture. 13-02-12 Design conforms to main windforce-resistirlg 12 T system and components and cladding criter.la. M-5x6(S) 12 1 6.00 p M-3x4N Wind: 140 mph, h=22.5ft, TCDL-4,2,BCDL-6.0, ASC': 7-10, M-4x6 M-4x6 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MU.FRS(Dir), M-5x6(S) 56 7 M-3x9 0g25" M-13x40 M-3x5 2 load duration factor-l.6, r, 11 M-3x10 Truss designed for wind loads 0.25" 3 in the plane of the truss only. M-3x5 ..1* j + + o ) ,., M-3x10 ` n B I i m An c A f 4 M- x4 M-3x8 o i. .1 . ** M-5x8 rr' M- x8 0.2 M- "1 4 O o M-1.5x3 x5 M-3x 0 WEDGE REQUIRED AT HEEL(S). M-5x8 M-1,5x3 0 2.75 M-5x6(5) 12 1-04-04 ,1 ,i y y y , 2-05-08 5-01-02 5-02-14 5-01-09 7-01-19 7-00-02 y 7-01-19 1-05-02 Y 2-05-08 11-06-08 l 28-00 • 1-08 92-00 y JOB NAME : 5019-D POLYGON - D10 Scale: 0.1217 j��G4,,Q`NRO,ce,',- WARNINGS: GENERAL NOTES,unless otherwise noted: Z1.r�� `%�J�a !f a� 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 en Individual t 92 I I ID E - r'T r u s s: D10 and Warnings before construdlon commences, building component.Applicability of design parameters and proppeer 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the rosponsibllity of the building dsa nen. DES. BY: MJ 3.Additional temporary bracing to Insure elabllHy during construction 2.Design assumes the top and bottom chords to be literally braced al Is the reaponslblAty of the erector.Additional permanent bracing of 2'o.o.and at 10'o.c.respectively unless braced throughout their length by 141111101°. DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathingingor such l as acing requiredsheathing(TC)where s ownor dryvnA(bC). `'� 4,No load should be a W s.2x Immppaact bof true or lateral bracing ofthe where shown++ VICC S EQ. : 612 6 0 6 0 pe an Io any component asp eller all bracing and 4.Inalagn see of was Is the t obs us y of the reapedlvs contreolor, y` w OREGON fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non corrosive environment, 74 f G* kt TRANS I D: 413 216 design loads be applied to any component. end are for"dry condition'of use. 2 As 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at a8 supports shown.Shim or wedge If �Q r 20 4- O. 4• �.. fabrication,handling,shipment and Installation of components. necessary. A� e.This design is furnished subject to the limitations set forth 7 Design assumes5.Mates shall be located on adequate both faces u truss,and, `✓/ fy�'�� ced so their oenter IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITeTINk USACA nlnc./CompUTfus Software 7.8.8(1 L)-E SCSI,copies of which will be furnished upon vest. Joint center lines. O.Forbee a lines cars e with of plate design icheluee sea ESR-1311,iSR 70e8(MITek) r 7 EXPI RES:12/31/21)15 aa.c uaoiy. t,.=poacu ♦av,,, ,umlay,oa �„t,u, vy 11111111111 PACIFIC LUMBER-8C LUMBER SPECIFICATIONS 42-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 ' TC: 2x6 KDDF 11168TR; LOAD DURATION INCREASE - 1.15 )Non-Rep) 1- 2-( 0) 84 2-13-(-2700) 8204 13- 3-( -356) 1182 18-11-( 646) 2344 2x4 KDDF )I16BTR T1 2- 3-(-9486) 2946 13-14-1-2356) 6634 13- 4-( -312) 1546 11-19-(-'222) 2172 BC: 2x6 KDDF 41168TR LOADING 3- 4-(-8800) 2752 14-15-1-3090) 7948 4-14-( -396) 344 19-12-) 1360) 262 WEBS: 2x4 KDDF STAND LL - 25 PSF Ground Snow (Pg) 4- 5-(-6998) 2520 15-16-(-3118) 7910 14- 5-( -628) 2084 , TC UNIF LL( 50.0)+DL( 14.0)- 64,0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6-( 0) 0 16-17-1-3264) 8058 14- 7-(-2340) 1142 TC LATERAL SUPPORT <- 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 10'- 0.0" TO 42'- 0.0" V 5- 7-1-6240) 2284 17-18-(-2814) 6852 7-15-( -484) 1208 I BC LATERAL SUPPORT <- 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8-1-8032) 3134 18-19-1-1788) 4230 15- 8-1 -200) 756 8- 9-(-7702) 3056 16- 8-1-1326) 642 1 TC CONC LI( 416.7)+DL( 116.7)- 533.3 LBS @ 10'- 0.0" 9-10-1-7768) 3066 16- 9-( -442) 314 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11-1-5216) 2084 9-17-( -684) 528 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12-( -68) 76 17-10-1 -332) 1346 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18-(-2404) 1108 ) OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIREF.i BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. )SPECIES) " For hanger specs. - See approved plans 0'- 0.0" -1109/ 3581V -90/ 187H 5.50" 5.73 KUIF ( 625) ( 2 ) complete trusses required. 42'- 0.0" -1444/ 3564V 0/ OH 5.50" 5.70 KIPF 1625) Join together 2 ply with 3"x.131 DIA GUN -'r nails staggered at: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc.spacing.l 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL•L/180 W 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL - 0.005" @ -1'- 0.0" Allowed - 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL ., -0.005" 0 -1'- 0.0" Allowed!- 0,222" 9 MAX LL DEFL - 0.257" @ 22'- 7.7" Allowed = 2,054" MAX TL CREEP DEFL - -0.502" @ 16'- 0.0" Allowed:- 2,739" I MAX HORIZ. LL DEFL - -0.095" @ 41'- 8.5," MAX HORIZ. TL DEFL - 0.156" 0 41'- 8.5," NOTE: Design assumes moisture content does 0-06-07 not to exceed 19% at time of man4'`�facture. 32-00-05 Design conforms to main windforce-resistisg 9-11-11 f ( f system and components and cladding criteria. -07-043-02-05 3-07-11 3-08-13 2-03-08 6-07-12 6-04-04 6-04-04 6-07-12Windt 140 mph, h-21.71 t, TCDL-4.2,BCDL-6.0, ASCE 7-10, ( ( ( T T ( T T (All Heights), Enclosed, Cat.2, Exp.B, Mt!FRS(Dir), 9-10-12 load duration factor-1,6, 1 1r533.30M Truss designed for wind loads I 12 M-7x8(5) in the plane of the truss only. 6.00 p M-4x8 6 M-3x4 M-373x4 0.925" M-3x4 M-11x6 M-1125x3 y �. a t M-3x4 1-4/ 7 -" 1 M-1.5x3 0 w1 • • -4 M-3x8 ,,/ 1 v�` i 3 4 15 ` �' +I ` ." M-7x10 M-3x8 M-7x8 0.25' M-3x5 M-3x8 0 M-7x10 M-7x8(S) I. ®2,75 2.75cm- 12 WEDGE WITH 2)M-1.5x3 TYP. 12 I 1 2-05-08 6-10 y 4-08-08 y2-00y 8-09-03 y 8-05-11 y 8-09-03 J. 1 y 2-05-08 11-06-08 y2-00y 26-00 y i 1-08 42-00 �� p .PR=OFFS JOB NAME : 5019-D POLYGON - D11 �A gar" `s%. Scale: 0.1475 \ {q 14 ``I// 6 ,.1 y.. WARNINGS: GENERAL NOTES,unless otherwise noted: •. �921 e ID E �r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual . . Truss: D 11 and Warnings before construction commences. buil ding component.Appllcebitty of design parameters and proper or, 2.2x4 compression web bracing must be Installed when shown+. Incorporation of component Is the nsponslblity of the building designer. - ',I' i 3.AddlUonal temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom clients to be laterally braced at "PP.'''.! DES. B Y: MJ Is the responsibility of the erector.Additionalpermanent bracing of T o.a and at 10'oro.respectively unless braced throughout Ihek length� by /�®_ pascontinuous sheathing such as plywood sheathing(TC)uMfor drywall(BC). # CC DATE: 11/26/2014 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ ) 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor, I�OREGON Er,.ON G�. SEQ. : 6126081 fasteners are complete and at no time should any loads greater than A.Design assumes mases are to be used in a non-corrosie environment, ��y/l�"''44.* Q Y 7 4 ,�0N^ 1�• design loads be applied to any component and are for"dryfullbe condition"of use. Q. l TRANS I D 413 216 a.CompuTns has no control over and assumes no responsibility for the 6. assumes full bearing at all supports shown.Shim or wedge It A.r n �P fabrication,handling,shipment and Installation of components. 7.Design Fumes adequate drainage le rovlded. C 1�RIO' L' 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be Metedf onboth faces of truss,end placed so their center lines colnclde with nt center lines. VIII VIII 111111111111111 VIII VIII(III IIII TPWok USA,Inc./Co pUT s Software 7.6.6(114-E request. es. 7 ti.For basis Indsize icate ripla eldesig revalues see ORA 711,EBR•100t(MRek) EXPIRES:12/31/2015 III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DI:f/Cq=1.00 TC: 2x4 KDDF NlaBTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6-(Cp 0 BC: 2x4 KDDF B1SBTR SPACED 24.0" O.C. 2-3-(-351) 305 1 3-4-(-109) 56 TC LATERAL SUPPORT <- 12"OC. ION. LOADING 4-5-( -24) 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" 4.0" TOTAL LOAD - 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -114/ 311H 5.50" 0.60 KLDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KEDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KCDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -90/ 133V 0/ OH 1.50" 0.17 ODE' ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. : Des gn chec ed for net(-5 psf) up ft at 24 'oc)spec ng. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed;- 0.133" MAX LL DEFL - -0.000" @ 10'- 4.0" Allowed- 0.033" 4 MAX TL CREEP DEFL - -0.000" @ 10'- 4.0" Allowed- 0.044" MAX TC PANEL LL DEFL - 0.064" @ 3'- 4.9" Allowed:= 0.481" MAX TC PANEL TL DEFL - -0.072" @ 3'- 2.4" Allowed- 0.722" MAX HORIZ. LL DEFL - -0.005" @ 9'- 11.22," MAX HORIZ, TL DEFL - -0.005" @ 9'- 11.x" 10.00 12 NOTE: Design assumes moisture content does not to exceed 19% at time of mantfacture. Design conforms to main windforce-resisting system and components and cladding criteria, it o of Wind: 140 mph, h-23.5ft, TCDL-4.2,BCDL-6.0, ASCE! 7-10, o (All Heights), Enclosed, Cat.2, Exp,B, MNFRS(Dir), o, load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. ( r co v : o M-3x4 • • 1. l 1 y 's 1-00 6-00 4-04 (PROVIDE FULL BEARING;Jts:2,6,3,41 JOB NAME : 5019-D POLYGON - DJ13ti9�fl.PRpFF��,. Scale: 0.3478 \ . �4GIN s/O WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Bulkier 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 -!920 0 O P E ' r Truss: D J 1 3 end 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 responaibllly of the building designer. �Ar/,y�'^ 3.Additional temporary bracing to Insure stability during constmalon 2.Design assumes the top and bottom chords to be laterally braced at Agile". DES. BY: MJ la the roeponalblUry of the erector.Additional permanent braolnp of 2'°•°•and at 10'o.c,respectively unless bead throughout their length by j/ '� ' DATE: 11/26/2014 the overall structure Is thereresponsibility of the buildingdesigner. 2ontinu impact bridgsheaing g such lateraleacing requiredrd where s ownor drywel C). Q eP Y b 4.In tat psOo bof Imes or abracing ofthwhere ti shown -q OREGON ' 1(/ 4.No load should be applied to any component until after all braving and 4.Installation of(ruse is the responsibility of the respective contractor. SEQ. : 612 6 0 B 2 fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G, 4, 20� � TRANS I D• 413 216 design loads be applied to any component, and are for'dry condition"of use. "ea '9. A 5.CornpuTrus has no control over and assumes no responsibility for the e.Design sesames fug bearing at all supports shown.Shim or wedge If 14f_ fabrication,handling,shipment and Installation of components. necessary. provided.e Is �Ui ry`L u S.This design is furnished subject to the Imitations set forth by T. Plates shall n ube locatedmes one both faces of truss,ad placed so their anter rl II VIII VIII VIII VIII(III)VIII(III(III MITeTPk USA,lnc/Co puTrue Software 7.6.8(1L)-E request,CA in BC8I,copies of whioh Mil be furnished upon 10.Digits b Indicate o connsize c o of plate deslines coincide with Joint rn Inches.values see ESR-1311,ESR-1056(MITek) EXPIRES:12/31/2615 IL ir,ia uirr rayp� �c epa u “vm ,....F...,..* .,r,,.. ..I 11111111111�I PACIFIC LUMBER-BC . i. TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cg=1.00 LCSPECIFICATIONS1-2-( 0) 72 2-5-(0,) 0 TC:: 2x4 ROOF A1.1&BTR 6BTR LOAD DURATION INCREASE - 1.15 2-3-(-333) 301 BC: 2x4 KDDF N1lBTR SPACED 24.0" O.C. 3-4-(-108) 54 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED' BOG AREA OVERHANGS: 12,0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) 0'- 0.0" -22/ 375V -110/ 294H 5.50" 0.60 KI1DF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 RODE ( 625) 5'- 11.2" -259/ 390V 0/ OH 1.50" 0.50 KF;OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -62/ 91V 0/ OH 1.50" 0.15 KD,DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed 0.100" MAX TL CREEP DEFL - -0.003" B -1'- 0,0" Allowed 0.133" -,+ MAX TC PANEL LL DEFL - 0.065" 8 3'- 4.9" Allowed 0.481" 4 MAX TC PANEL TL DEFL -, -0.073" 8 3'- 2.4" Allowed.- 0.722" i MAX HORIZ. LL DEFL -0.005" 8 9'- 10.2' MAX HORIZ, TL DEFL - -0.005" H 9'- 10.2" NOTE: Design assumes moisture content does not to exceed 19% at time of mane¢acture, 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h-23.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MO;FRS(Dir), y ,n, load duration factor-1.6, I Truss designed for wind loads in the plane of the truss only. 0 CIO I ei N KOHAIIIIIIMIIIIMIIIIMMIMIIIMIIIIIMIII .. I o M-3x4 y l l y 1-00 6-00 3-10-15 (PROVIDE FULL BEARING/Jts:2,5,3,41 ��tg P R OFe s JOB NAME : ' 5019-D POLYGON - DJ14 Scale: 0.3544 �.N{QI'N /d,�, GENERAL NOTES,unless otherwise noted: �� ll/Z5//77�� WARNINGS: -921,1,9 L 1.Builder and erection contractor should be advised of all General Notes 1.This design is bisect only upon the parameters shown end Is for an individual Truss: DJ14 end Wamtngs before construction commences. building component.Applicability of design perimeters end proper fi .Y �/rf Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the lop end bottom chords to be laterally braced at 3.AddMtonal temporary bracing to insure stability during construction 2'n c.and at 10'o.o.respectively anises booed Urrouphod their le h by �,•� .,. �' DES. BY: MJ Is the responsibllty of the erector.Additional permanent bracing of continuous sheathing such u plywood sheathing(TC)and/or drywal(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1(/� 4.No load should be applied to any component unt8 Mer all bracing and 4.Inslatialion of truss Is the responsibility of the respective contractor. �� "4' 14 Y Oda SEQ. : 612 6 0 8 3 fasteners ere complete and at no time should any bads greater than e.Design assumes trusses are to be used In a non-corrosive environment, 14 design loads be applied to any oomponen4 and are for'dry condition"of use. TRANS I D 413 216 e.Design assumes full bearing al ell supports shown.Shim or wedge H e.CompuTms has no control over end assumes no responsibility for the necessa Mei R 1.� fabrballon,handling,shipment and InateNMon of components. T.Design ssumes adequate drainage Is rovided. 0.This design Is furnished subject to the limitations set forth by B.plates shag be located on both faces of trues,and planed so their center I111111 VIII ILII((III IIiII VIII VIII I'll(III TPVWrCA In BCS(,copies of which will be furnished upon request. Digit coincide with ofnl center Ones. INl 9.Digits Indicate size plate In Inness. ' Mu ckUSA,Ina/CompuTrueSoflware 7.8.8(1 L)-E 1o.For bealaconnedorplate design velusssee ESR-1s71,ESR-1B (Mitek) EXPIRES:12/31/2015 OWN PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10,9" IBC 2012 MAX MEMBER FORCES 4WR/DLF/Cq=1.o0 TC: 2x4 KDDF E1BBTR LOAD DURATION INCREASE = 1.15 1-2-1 0) 72 2-5-(0i) 0 BC: 2x4 KDDF 010BTR SPACED 24.0" O.C. 2-3-(-247) 220 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=( -91) 37 • LOADING BC LATERAL SUPPORT <- 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF • DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. '{SPECIES) 0'- 0.0" -24/ 378V -80/ 236H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KEDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10,9" --18/ J56V 0/ OH 1.50" 0.01 KEW ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oC spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed i- 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed'= 0.133" MAX TC PANEL LL DEFL - 0.093" @ 2'- 11.8" Allowed 7. 0.481" fi MAX TC PANEL TL DEFL = -0.081" @ 2'- 11.9" Allowed= 0.722" MAX HORIZ, LL DEFL - -0.003" @ 5'- 11,2" MAX HORIZ, TL DEFL = -0.003" @ 5'- 11,2" 10.00 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manuffacture. Design conforms to main windforce-resisting system and components and cladding criteria. n Wind: 140 mph, h-22.5ft, TCDL-4.2,BCDL-6.0, ASCE' 7-10, � . (All Heights), Enclosed, Cat.2, Exp.B, MitIFRS(Dir), load duration factor-1,6, Truss designed for wind loads t tO in the plane of the truss only. !. • 11 o 0 M-3x9 1 l ), ), 1-00 6-00 1-10-15 • (PROVIDE FULL BEARING;Jts:2,5,3,41 • • JOB NAME : 5019-D POLYGON - DJ15 + � PROFF; Scale: 0.4160 �� 14C1 IIN `s>O WARNINGS: GENERAL NOTES,unless otherwise noted: �� I1 f G 5/ `� 1.Builderr 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 '_ ,P E j r' Truss: DJ15 and Warnings before construction commences, building component.AppllcabHily of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Mcorporotlon of component is Ihs rosponslblltty of the bullding deo nor. �„✓"' DES. BY: MJ 3.Additional temporary bracing to Insure stablllly during construction 2.Design assumes the lop and bottom chords to be laterally braced at / Is the responsibility of the erector.Additional permanent bracing of 2'0.0.and at 10'o,o,respectively unions braced throughout their length by • i ' DATE: 11/26/2014 the overall structure Is the rosponePolmy of the building designer. 2xImp continuous bridging sheathing such as plywood required irrp(T shown and/or drywallC). /'Am' 4.No load should be applied3.2x impact bridging or lateral bracing where ++ 40. SEQ. : 612 6 0 8 4 to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 74 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, r �O�t As TRANS I D: 413 216 design loads be applied lo any component, and are for"dry condition"of use, / '4/ 14 0 5.CompuTrue has no control over and assumes no responsibility for the s.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. Cf ,�yQ` e.This design Is furnished subject to the limitations set forth 7.Plelea assamea acted on drainage b provided. E�R i�`. I,copies of which will be furnished upon 111111 VIII VIII VIII VIII IIID VIII IOI IIII MR TPk U ACA 1n(f1C8Co puTrue Software T.6.8(1 L)-E request. t center lines. 10 Dogr Digites s Indicate size with ofr ed r inches. n es. see sEBR-1311,ESR79e8(MRek) EXPIRES:12/31/215 sane ueaiy„ p,aaFoaeu 11.V111 .,.,,,,ru..o. .......11,...". ..l 1111111111 PACIFIC LUMBER-BC TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq"1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE - 1.15 1-2-) 0) 50 2-4-ICJ 0 TC: 2x4 KDDF e14BTR SPACED 24,0" O.C. 2-3-( 43) 15. BC: 2x4 KDDF elIBTR , TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON, LL( 25.0)+DL( 7,01 ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRE[ 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" -55/ 262V -7/ 45H 24.00" 0.42 KLUF ) 625) 1'- 11.2" -21/ 52V 0/ OH 1.50" 0.08 KG,OF ) 625) 12 LL - 25 PSF Ground Snow (Pg) 2'- 0.0" -6/ 20V 0/ OH 0.00" 0.00 KDDF ( 625) 6.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/lep BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.003" a -1'- 0.0" Allowed- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0,003" a -1'- 0.0" Allowed:- 0.133" MAX HORIZ. LL DEFL - -0.000" 0 1'- 11.7r MAX HORIZ. TL DEFL - -0.000" a l'- 11.2" . NOTE: Design assumes moisture content does not to exceed 19% at time of manr.facture. -� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7.-10, (All Heights), Enclosed, Cat.2, Exp.B, 14KFRS(Dir), load duration factor-1.6, 0 Truss designed for wind loads v in the plane of the truss only. /g1 0 y I", - cp cpe M-3x4 i I l 1-00 l 2-00 Rip RROF�a JOB NAME : 5019-D POLYGON - El '` G,IN_ .,,E Scale: 1.0000 �5 �{i // q t4i .. /n/r�Z5 11 2 WARNINGS: GENERAL NOTES,unless otherwise noted: -.7�,PE �r 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 Indh.4dual and Warnings before construction commences, building component.Applicability of design parameters and proper �. Truss: E 1Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracingmust be stblesinstalled 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.o.and at 10'e.n.respectively unless braced throughout their length by .o6cdtw A�. DES. BY: MJ is the respons@HHy of the erector.Addmonal permanent bndng of continuous sheathing such as plywood sheathing(TC)and/or drywaRBC). d h v, DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impost bridging or lateral bracing required where shown++ OREGON ON Gy �� 4.No load should be applied to any component until after all bracing and 4.(netatlon of Miss is the responsibility of the respective contractor. gy/ ��r �O� SEQ. : 612 6 0 8 7 fasteners are complete and at no time should any loads prover Than B.Design assumes trusses are to be used @anon non-corrosive environment design loads he applied to any component and are for'dry fun bearing of use. Q 14 T RAN S I D• 413 2166.Design assumes fud et all suppers shown.Shin or wedge If 441:1R p T b.CompuTrus has no control over and assumes no responsibility for the necessary. "Fr'7 R ��^ fabrication,handling,shipment and Installation of components. 7.Design a assumes adequate drainage Is provided. 6.This design Is furnished sul4ect to the Hmdntlons set forth by a.plata shall be bated on both faces of truss,and placed so their center 1111111111111111111 TPININCA In SCSI,espies of which will be furnished )orequest.Me SA.lnalConpUTrue Software 7.6.6(1Lf lines coincide with joint center tem 1FoalectrfsDigits o atplate Inches.vues see EBR-1311,ESR-1966(Weir) EXPIRES:1 2/31/2015 IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DGF/Cil-1.00 . TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 50 2-5-(-58) 77 3-5-)-185) 176 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C, 2-3-(-128) 107 WEBS: 2x4 KDDF STAND 3-4-( -10) 5 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSE' BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREC.BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) OVERHANGS: 12,0" 0.0" 0'- 0.0" -73/ 395V -44/ 116H 5.50" 0.63 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" -34/ 244V 0/ OH 5.50" 0.39 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. t VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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" 5-08-04' 0-03-12 MAX TC PANEL LL DEFL - 0.092" @ 3'- 0.4" Allowed w 0.372" MAX TC PANEL TL DEFL - -0.096" @ 3'- 0.5" Allowed_ 0.559" 12 MAX HORIZ. LL DEFL - 0.001" @ 5'- 8.2' 6.00 p MAX HORIZ. TL DEFL - 0.001" @ 5'- 8.2" M-1.5x3 4 -, NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. f Design conforms to main windfotce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.7ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp•B, MWFRS(Dir), o load duration factor-1.6, Truss designed for wind loads o in the plane of the truss only. 1 o r1 llgillgIIIIIIIIIIIIII M Illo o SE:1415 -f M-3x4 M-1.5x3 J, y y 5-08-04 0-03-12 l 1 ,I- 1-00 1-00 6-00 JOB NAME : 5019-D POLYGON - E2 ��E° Pro Scale: 0.5401 \OJ� N/fG/'IIN /{t.7q�_ We WARNINGS: GENERAL NOTES,unless otherwise noted: 4tI rAn!f k 61l 1 t 1.Builder and erection contractor should be advised of a6 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual !7 2 0 0 P E r' Truss: E 2 end Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. �'" // DES. SY: MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al f Is the responsibility of the erector.Additional permanent bracing of 2'o.n,and at 1g'o.n,respectively unless braced throughout their length by .1 continuousmsheathing such b plywoodacincured where s ownor drywe0 C). Q DATE: 11/26/2019 the resp nsibtare Mthe responsibility ontheeu ane tdesigner. 3,24 Immppact bridgingheator lateralsuhabreyo sheet whereshown+* (B SEQ. : 6126088 4.No load should be applied to any component until after all bracing and 4.Instatialien of truss Is the responsibility piths respective contractor. 9OREGON fasteners are complete and al no time should any loads greeter than 6.Design assumes trusses ere to be used in a ndn•corrosive environment, ,�, A,9 Y 2 �Gi ��TRANS I D: 413 216 design loads be applied to any component, and ere for'dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the S.Design assumes Poll bearing et all supports shown.Shim or wedge If d. 14. Q,. fabrication,handling,shipment and Insle6ation of components. necessary. 5.This design Is furnished euasd to the Imitations set forth 5.Design assumes adequate drainage is provided. �,�'�R 10- �`. by 6.Plates shall be located on both faces Otiose,and placed so their center 1111111UMMIEEI TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with plot center lines. MITek USA,Inc./CompuTrua Software 7.8.8(1 L)-E 1g.Digits basic size e ofiplate design Inches.eWes see E8R•1s11,E9R•1ee6(MITep EXPIRES:12/31/2015 11110 uve.r.y„ p.cpaLc u ....... ...,...e,,,..... ....,...... .., 1E1111111E111111PACIFIC LUMBER-BC • r TRUSS SPAN 4'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc:spacing.I LCSPECIFICATIONSLOAD DURATION INCREASE - 1.15 NOTE: Design assumes moisture content does TC:: 2x4 KDDF BI&BTR BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. BC: 2x4 KDDF 416BTR WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD - 42,0 PSF Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MitFRS(Dir), M-1.5x4 or equal at non-structural LL - 25 PSF Ground Snow IPg) load duration factor4.6, vertical members (uon). Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-00 • 1' f 12 6.00 p M-1.5x3 3 -, i .I cn I0 1 ti v o is 1 N • 1 rn o 'r ..iiiiii 1 , . . ,, %/////// //////////.... % t 0 M-3x4 M-1.5x3 , • • ), y l 1-00 4-00 • ��vi,t4 PR Qpes JOB NAME : 5019-D POLYGON - E3 Sale: D.62DB5 tij�Z X09. WARNINGS: GENERAL NOTES,unless otherwise noted: !921.P E , r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual T r U S S' E3 and Warnings before construction commences. building component.Applicability of design perimeters and properAlleX� 2.2x4 compression web bracing must be Metalled where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the lop and bottom chords to be laterally braced at `� 2'O.o.end at Ill'o.c.respectively unless braced throughout their ler�lth by h. DES. BY: MJ Is the responsWllty of the erector.Additional permanent bracing of oonUnuous sheathing such as plywood sheathing(TC)andlor dryweil(SC). OREGON lx ''!� DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 44 SEQ. : 6126089 4.Na bad should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. �rQ��V 1 4 Z0+\ fasteners are complete and at no time should any loads greeter than 6.Design assumes trusses are to be used Ina noncorrosive environment, t� design bads be applied to any component. and are for"dry condition'of use. ` 6.Design assumes bearing at ail supports shown.Shim or wedge U c TRANS I D: 413 216 6.CompuTrus has no control over and assumes no responsibility for the necessary. 4L fabrication,handRIO" handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. a.This design Is furnished sublect to the imitations set forth by ft.Plates shall be located on both feces of truss,and placed so their center n lines ��I 11111 11111 11111 1��p111liii!111111 MITI USA,ISICSI,mpuT a Software 766(1Lch will be furnished )oE U°stijoint center lines. o.Foob indiincide cate o,p:led signhvaluesseeEaR.13l1,ESR.,aa6(.ltTeiq SCSI,copies of EXPIRES:12/31/2015 1111110111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDS'/C4- 1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2-(-11) 50 2-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-55) 24 i TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD * 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, '(SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -84/ 331V -5/ 37H 5.50" 0.53 KDDF ( 625) 1'- 3.2" -66/ 33V 0/ OH 5.50" 0.05 KW)F ( 625) 12 LL - 25 PSF Ground Snow (Pg) 1'- 6.0" -25/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) 6.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "of spacing.l 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 - 0.003" 8 -1'- 0,0" Allowed ' 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" a -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - -0.001" a 0'- 9.9" Allowed- 0.061" MAX TC PANEL TL DEFL = 0.001" 8 0'- 9.9" Allowed a 0,091" MAX HORIZ. LL DEFL - -0.000" 8 1'- 5.2" MAX HORIZ. TL DEFL - -0.000" 8 1'- 5.2" • NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6,0, ASCE 1-10, IIIIIIIirg '' o (All Heights), Enclosed, Cat.2, Exp,B, MW,FRS(Dir), I load duration factor-1.6, o Truss designed for wind loads o in the plane of the truss only. 0 o Or- , M-3x4 J, y y 1-00 1-06 (PROVIDE FULL BEARING/Jts:2,4,3J JOB NAME : 5019-D POLYGON - EJ 4<:`.-° �Ro Fs QIN S/� Scale: 1.0103 q WARNINGS: GENERAL NOTES,unless otherwise noted: �CL! III(a� f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the perimeters shown end Is for an Individual '_9,� P E t �('' Truss: EJ and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. •."41101°, DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom d orda to be laterally brined a( ; Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and al 10'o.o.respedNely unless braced throughout their length by DATE: 11/26/2014 the overall structure la the responsibility of the buildingdesigner. continuous bridgsheaing or such as bracing plywoodre au ud where s andln drywallC). � ... be P Y q 4.In Impact Is laterale required the where tive co+a ! OREftGON SEQ. : 6126090 4. IoMshould ellantoany componentshold unlafter all than S. S. esnlbnomrs trlatee re to be use Itherescoctivee ndnr. 'ST. OREGON ! 0 fasteners aro complete and at no time shouts any loads greater b.Design assumes trusses ars to be used In a non-corrosive environment, .L� 4,9 r 2�Nb1. . TRANS I D: 413 216 design bade be applied to any component. and ere for"dry condiion"of use. ,Js�� a.CompuTrus has no control over and assumes no responsibility for the O.Design assumes full beating at all supporta shown.Shim or wedge If V L1 fabrication,handling,shipment and Installation of components. necessary. dP 0.Thin design Is furnished subject to the tndlelbns est forth by7.Design assumes adequate drainage la provided. ,6P n`1.� V I III Pill VIII VIII VIII VIII(III(III shell be located on both feces of hiss,and pieced so their center TPUVYTCA In BCeI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrue Software 7.8.6(1 L)E 10.Forpbastes lcate size connector plaf te design values see ESR•1311,ESR-thee(MITep EXPIRES:12/31/2015 MIL 11110 rbiyrr pLupe w aLw, ....,,�r....a� .,.r.... ..l 41111111111 11110 S PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DD'/Cg=1.00 LUMBER SPECIFICATIONS 1-2-1 0) 72 2-4 (0.) 0 TC: 2x4 KDDF @16BTR LOAD DURATION INCREASE - 1.15 2-3-(-71) 97 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <- 12"OC. UON. LOADING MAX VERT MAX HORZ BRG REQUIREC;'BRG AREA BC LATERAL SUPPORT <- 12"OC. UON, LL( 25.0)+DLI 7.01 ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. -(SPECIES) DL ON BOTTOM CHORD - 10.0 HE OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 POE 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KUUF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ;COND. 2: Design checked for net(-5 psf) uplift at 24 "co-spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPMAX LL DEFL .. -0,002" @ -1'- 0.0" Allowed.a 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed- 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.001" 8 0'- 8.7" Allowed .. 0.059" 1-02 MAX TC PANEL TL DEFL - -0,001" 0 0'- 8.7" Allowed- 0.089" MAX BC PANEL LL DEFL - 0.006" @ 2'- 8.6" Allowed - 0.254" MAX BC PANEL TL DEFL - -0.019" @ 3'- 3.8" Allowed - 0.339" 12 MAX HORIZ. LL DEFL - 0.000" @ 1'- 1,3" 10.00 MAX HORIZ. TL DEFL - 0.000" @ 1'- 1.3" NOTE: Design assumes moisture content does not to exceed 198 at time of manufacture. Design conforms to main windforce-resistir'g system and components and cladding criter,4a. Wind: 140 mph, h-19.7ft, TCDL-4.2,BCDL-6.0, ASCL 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MVIj°RS(Dir), co load duration factor1.6, S �) ai Truss designed for wind loads I i� o in the plane of the truss only. I m 1 . ►� q i o ►Z� �� M-3x4 • i t y y 1-00 y )PROVIDE FULL BEARING;Jts:2,3,41 6-00 • • QED PROP JOB NAME •. 5019-D POLYGON - J1 Scale: 0.6905Nai" s�o WARNINGS: GENERAL NOTES,unless otherwine noted: .492 9 I PE 1.Builder and erection contractor should be advised of all General Notes 1.Thin design Is based only upon the parameters shown and Is for an Individual ! /� Truss: J 1 and Warnings before construction commences. buiding component ApplicabiMy of design parameters and proper / .. 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component in the responsibility of the building designer. 3.Addmonal temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at �' 2'o.o.and at 10'0.0.respectively unless braced throughout their lentqtt�h by /•e h. DES. BY: MJ Is the responsibility of the erector.Addaionel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai(EC). ,,�5v e� /`� DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3,2x impact bridging or lateral bracing required where shown++ ^9 OREGON �^V 4,No bad should be applied to any component until after all bracing and 4.Installation of truss is the responslbiiy of the respective contractor. :' �� 2or� 1�� SEQ. : 612 6 0 91 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive emironmenl O 1 S' design bads be applied to any component. end are for"dry condition"of usa. a.Design assumes on bearing at ail supports shown.Shim or wedge i /yr�n'1.� TRANS I E: 413 216 8.CompuTrus has no control over and assumes no responsibility for the necessary. C n L fabrication,handing,shipment and installation of components. 7,Design easumes edequsla dralnaps la provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shat be located on both feces of hues,and placed so their center I IIIIII VIII IIIII 11111 11111 VIII VIII IIII IIII TPINVTCA in BCS',copies of which will be furnished upon request. Ilnea coinclde with joint center lines. 9.Dlgts Indicate size of plata in Inches. EXPIRES:12/31l2U15 MITek USA,Inc./CompuTrus Software T.8.8(1 L)-E 10.For basic connector plate design values see E8R-1311,ESR-1 988(MRek) 111111111111 PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DI:F/Cq=1,00 TC: 2x4 RODE' 1116BTR LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-4-(0!1 0 BC: 2x4 ROOF 1116BTR SPACED 24.0" O.C. 2-3-(-60) 58 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 REQUIRE[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" -41/ 303V -27/ 91H 5.50" 0.49 KCDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 K[,'DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ocspacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed= 0.100" 2-09-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed 0,133" T 1' MAX TC PANEL LL DEFL - -0.004" @ 1'- 5.5" Allowed= 0.165" MAX TC PANEL TL DEFL - -0.007" @ 1'- 3.6" Allowed 4 0.247" 12 MAX BC PANEL LL DEFL - 0.008" @ 2'- 8.6" Allowed 0.254" 10.007 MAX BC PANEL TL DEFL - -0.023" @ 3'- 3.0" Allowed = 0.339" MAX HORIZ. LL DEFL - 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL - 0.000" @ 2'- 3.6," NOTE: Design assumes moisture cortent does not to exceed 198 at time of manc"facture, 0 Design conforms to main windforce-resisting system and components and cladding criteria, ro Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MtFRS(Dir), o load duration factor-1.6, ITruss designed for wind loads CV in the plane of the truss only. I c. PIITIHLIIIIIIIMIIIIIMIIIIIIIIIIIIIIIIIIIIIIIMIIIMIIIIMIIIIIIIIIIIIIIII o A- M-3x4 y J.1-00 'PROVIDE FULL BEARING:Jts:2,3,4' 6-00 y i JOB NAME •. 5019-D POLYGON - J2 ��E� PROFF, Scale: 0.6530 �� N1fG I�fN /p7 p�"si0�}' WARNINGS: GENERAL NOTES,unless olharwlse noted: L /l./M f I 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 q7 c 92 9 OP E r" Truss: J2 and Warnings before conslmdton 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. V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be latently braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent brining of rem.and x110 o.c.respectively unless braced throughout their length by `, " AMP" DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.continuous x Impppact bridging or lateral bracing reqood uired where shown+iM'+aA(BO). 4.No load should be applied to any component until ager all braving and 4.Installation of trues Is the responsibility of the respective contractor. "9 A-OREGON 4 SEQ. : 6126092 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, !+ '9 TRANS I D: 413 216 design loads be applied to any component. and are for"dry condition"of tile. / ' r 2,0 _L 5.CompuTrus has no control over and assumes no responsibility for the S,Design assumes full bearing at all supporta shown.Shim or wedge if �. 1!; A p,"F fabrication,handling,shlpmeM and Installation of components. 7.necessary. /►� �R t�` W s.This design Is furnished evb)ed to the Probations set forth bye,Design assumes adequate drainage Is provided. 4 r - IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8,plata shag be lolled on both hoes of iruas,end placed coo Ihslr center TP WyfCA In SCSI,copies of which will be furnished upon request. lines coincide with)viral center lines. MITek USA,Inc.ICompuTrue Software 7.6.8(1L)-E 10.FO. or baits sic connendicate core platele design values see URA 311,ESR-1088(MITek) 1 EXPIRES:12/31/2015 'role ueslyu prepdreu lLum wmpuLei input_ uy 11111111111 PACIFIC LUMBER-BC , LUMBER 4PECIFICATIONS 1-2-1 0) 72 2-6-(-27) 48 6-`1'( 0) 13 TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DI:F/Cq-1.00 IC: 2x4 KDDF 16BTR LOAD DUSAAIED I24R0ASE C 1.15 2-3-(-117) 0 6-7-( 0) 0 5-s-) 0) 52 BC: 0 2x4 KDDF TNTR SPACED 24.0" O.C. 3-4-) -23) 30 5-8-(-41) 67 3-6-(-68) 41 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREC BRG BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONSATREACTIONSHORZSIZE RE UI. BRG(SPECIES)AREA 0'- 0.0" -42/ 301V -27/ 91H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL - 25 PSF Ground Snow (Pg) 2'- 3.6" -128/ 85V 0/ OH 1.50" 0.14 KIDF ( 625) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012'NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! 2-04-06 L- LL/290, TL-L/187 4 '(BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS:VEX LL DEFL - -0.002" 0 SL L0.0" /24 Allowed* 0,100" 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 4 -1'- 0.0" Allowed'- 0.133" MAX LL DEFL - 0.002" 8 1'- 4.4" Allowed0.089" 10.00 MAX TL CREEP DEFL - -0.002" 8 1'- 3.7" Allowed.-- 0.119" MAX LL DEFL - 0.000" 0 5'- 3.8" Allowed = 0.159" / MAX BC PANEL TL DEFL - -0.013" 8 3'- 2.0" Allowed - 0.211" MAX HORIZ. LL DEFL - -0.002" 8 5'- 3.ti:' M-4x6 I) MAX HORIZ. TL DEFL - 0.002" 8 5'- 3.6," )� NOTE: Design assumes moisture cor,rent does of not to exceed 191 at time of manuacture. �O 1 Design conforms to main windforce-resisting system and components and cladding criteria. ellE Wind: 140 mph, h-20.2ft, TCDL-4.2,BCDL-6.0, ASC7-10, r,) ANF m -1 (All Heights), Enclosed, Cat.2, Exp.B, M1,FRS(Dir), T ►JI load duration factor-1.6, ��_ u10 Truss designed for wind loads l M-3x4 CP C, in the plane of the truss only. C,: ►=M-3x4 M-3x4 M-3x4 • , y l l 4-08-04 i 1-03-12 y I y 1-00 y 1-05-08 l 4-06-08 2-05-08 1-00 3-06-08 1, 1. 6-00 !PROVIDE FULL BEARING;Jts:2,4,81 \,(<, ED PROF F419 JOB NAME : 5019-D POLYGON - J2CSala: 0,5711 �� N(;IN %* WARNINGS: GENERAL NOTES,unless otherwise noted: Ct._ 7. 'PE ' 'r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual Truss: J 2 C and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the reeponslblllty of the building designer. �� • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced a DES. B Y: MJ la the responePolpy of the erector.AddNonal permenenl breoing of 2'so.and at 10'so.such asrespectivey unless braced throughout their length by /r+- continuous sheathing such plywood ng(TC)sndfordrywag(9c). yG pREGON��;. DAT E: 11/26/2014 the overall structure N the toresponsiblAV of the building designer, 3.2x Impact bridging or lateralthere bracing required where shown++ SEQ. : 6126093 4.Na load should be applied to any component until after ail bracing and 4.Insl6ation of truss Is the responsibility of the respective contractor. ,�� Wieners ere complete and at no lime should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, A. design loads be applied to any component. and are for"dry full b on"of use. f0 Y 14 O, TRANS I D: 913 216 S.Design assumes NII bearing at all supports shown.Shbn or wedge H 6.ConpuTnis has no control over end assumes no responsibility for the necessary. �(�1,�..`' fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage U provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of trues,end pieced so their anter IIIIII VIII gill VIII H1111111111 III IIIVIII'III'III TpIl4VTCA In BCS',ocopiesmpu of which will be 7.6.6(1 upon request. g Ones Indicate size e jof npttlIcaate center MITekUSA,Irro./CompuTrueSoftware7.8.6)1L)-Z 10.For baolncorineclor ate design velues sea ESR-1311,ESR-1986(MRek) EXPIRES:12/31/26)15 1111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D6F/Cq-1.00 TC: 2x4 KDDF @16BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-((j') 0 BC: 2x4 KDDF @16BTR SPACED 24.0" O,C, 2-3®(-132) 76 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 REQUIRE I• 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" -29/ 335V -40/ 122H 5.50" 0.54 KEW ( 625) 3'- 6.0" -127/ 128V 0/ OH 1.50" 0.21 KtDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KEOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed 0.100" 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL - -0,003" @ -1'- 0,0" Allowed i" 0,133" T ( MAX LL DEFL - 0.000" 0 0'- 0.0" Allowed - 0.099" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed - 0.132" 12 MAX TC PANEL LL DEFL - 0.017" @ 1'- 11.7" Allowed - 0.269" 10.00 MAX BC PANEL TL DEFL - -0.032" @ 3'- 1.4" Allowed - 0.339" MAX HORIZ. LL DEFL - -0.000" @ 3'- 6.G" MAX HORIZ. TL DEFL - 0.000" @ 3'- 6.C" 0 NOTE: Design assumes moisture concent does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistir3 system and components and cladding criteria. r I Wind: 140 mph, h-20.7ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, o (All Heights), Enclosed, Cet.2, Exp.B, MF;FRS(Dir), Iload duration factor-1,6, Truss designed for wind loads ) in the plane of the truss only. • I t Pio I oF ►� �4 -s ` M-3x4 t i. J' J• y . 1-00 'PROVIDE FULL BEARING;Jts:2,3,416-00 I JOB NAME : 5019-D POLYGON - J3 Scale: 0.6039 ��IGNlQRO pNF�`nslO WARNINGS: GENERAL NOTES,unless otherwise noted: v� 1/'/i��Ifit9 �iv 1.Bullder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual . c 9 2 41•P E T✓ T rU S S: J3 end Warnings before construction ommences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+, Incorporation of component ts the responsibility piths 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: MJ la the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'o.n,respectively unless braced throughout their length by ��s continuous sheathing such as plywood sheathing(TC)and/or drywat(SC), A DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.20 impact bridging or lateral bracingwhereshown required where shown++ OREGON SEQ. : 6126094 4.No bcomponentad should be applied to any until alter all bracing and 4.Inetallalien of truss Is the responsibility of the respective contractor. j A_v RE{��ON ��(/ fasteners are complete end d no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, v, .'T \t4 TRANS I D" 413 216 design loads be applied to any component. and are for"dry condition"of use. /Q. 14 20 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes fug bearing at all supports shown.Shim or wedge if Os fabrication,handling,shipment and Inst:Aatlon of omponents. necessary. .'We :?RIO- 7. I O- f G.This design Is furnished eub)ad to the Imitations set forth7.Duly,aaaumes adequate drainage is provided. ��/ 'VIII VIII VIII VIII VIII VIII IIIA'III'IIIby S.plates shag be located on both fess of trues,and placed so their center TP WVECA In SCSI,copies of which will be furnished upon request lines coincide with joint abler lines. MiTek USA,InciCompuTrue Software 7,6.6(1 L)E 150.Digits basin)cate connector e plate designlate lInches. see ESR-1311,ESR-1508(MITep EXPIRES:12/31/2015 11111111111111111111PACIThis PACTFIC LUMBER-BC Iesign prepares rrom cumpuuer ;0.upuu uy . TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DC(F/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE - 1.15 1-2-) 0) 72 2-6-(-52) 89 6-5*'( 0) 18 TC: 2x4 KDDF *160TR SPACED 24.0" O.C. 2-3-(-171) 20 5-7-(-68) 114 5-3=( 0) 51 BC: 2x4 KDDF T 3-4-( -24) 34 3-7?(-127) 76 WEBS: 2x4 KDDF STANDNDR LOADING TC LATERAL SUPPORT <- 12"OC. UON. LII 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 LBEARINGS REACTIONS REACTIONS BIGE RE UI. ASPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KI(JF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 6.0" -100/ 69V 0/ OH 1,50" 0.11 KDDF ( 625) 6'- 0.0" 0/ 91V 0/ OH 5.50" 0.15 KLDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOND. 2: Design checked for net(-5 paf) uplift at 24 "oct spec ng.1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18:3 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed'- 0.100" 3-06-12 MAX TL CREEP DEFL - -0.003" a -1'- 0.0" Allowed I- 0,133" MAX TL CREEP DEFL .. -0.005" a 2'- 3.8" Allowed., 0.199" ( MAX LL DEFL - 0.000" B 0'- 0.0" Allowed 0.099" 12 MAX TC PANEL LL DEFL - 0.005" a 1'- 1.1" Allowed - 0.159" 10.00 127 -I MAX BC PANEL TL DEFL - -0.009" a 3'- 7.4" Allowed '" 0.186" MAX HORIZ. LL DEFL - -0.004" 0 5'- 7.5." MAX HORIZ. TL DEFL .. 0.005" 0 5'- 7.5" M-4x6 �� NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 111111111111\ Design conforms to main windforce-resisting ', system and components and cladding criteria. N Wind: 140 mph, h-20.7ft, TCDL0.4,2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, M0E'RS(Dir), load duration factor-1.6, I. Truss designed for wind loads in the plane of the truss only. 0ill I ill AllION {t) r REM4 1 o �� o M-1.5x3 l I ► o • M-3x9 M-3x4 M-3x9 l ), l ' 2-03-12 3-08-09 J. 1 1 J. 1-00 2-05-08 6-00 3-06-08 !PROVIDE FULL BEARING;Jts:2,4,71 t ,P>Gfl PR:()Fen JOB NAME : 5019-D POLYGON - J3C Sale: 0.5651 N°P �s'o2 444 /llZ�l WARNINGS: GENERAL NOTES,unless otherwise noted: ' _9 2'.p E ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and to for en lndMduel Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.1x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 2.Design assumes the lop and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lsnngptIh by f e .. - DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordrywei(BC). DATE: 11/26/2014 the overall structure u the respoaibtlty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (�REGC!I� W 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. "7 �� o0 i- 14 , SEQ. : 612 6 0 9 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, //�� )' 1 Q A. design loads be applied to any component, and are for"dry condition"of use. 4� P TRANS I D 413 216O.Design assumes NA bearing et all supports shown.Shim or wedge B MF RIO- T. 9 8.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and InaUBation of components. Design assumes adequate drainage is provided. , 8.This design Is furnished subject 10 the limitations set forth by 8.Plates shall be loatedppotn both feces of truss,and placed so their center ch will be furnished upon lines coinolde with joint IIIIII lIII)ILII ILII VIII VIII VIII lIII lIII M Te USA,)nc.ICompuTrus TPINVTCA in SCSI,copies of !Software 7.8.6(1 L)Z request. 10.FFor basic connectorplate design values see ESR-1311,ESR-1955(MRek) IL EXPI RES:12/3.1/2015 IIIIIIIIIIIIII PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-.2-) 0) 72 2-4-(C.) 0 BC: 2x4 KDDF 911BTR SPACED 24.0" O.C. 2-3-(-109) 95 1. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- B.4" -118/ 148V 0/ OH 1.50" 0.24 KE1DF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDOF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec nq,I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1B0 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 9 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL - 0,000" 0 0'- 0.0" Allowed= 0.039" 4-09-03 MAX TL CREEP DEFL - 0.000" 0 0'- 0.0" Allowed = 0,052" 1' T MAX TC PANEL LL DEFL - 0.054" 9 2'- 8.9" Allowed - 0.374" MAX TC PANEL TL DEFL - -0.052" 0 2'- 7,0" Allowed- 0.561" 12 MAX HORIZ. LL DEFL - -0.001" 0 4'- 8.4" 10.00 V )A MAX HORIZ. TL DEFL - -0.001" 0 4'- 8.4" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. r Wind: 140 mph, h-21.2ft, TCDL=4.2,BCDL-6,0, ASCE 7-10, of (All Heights), Enclosed, Cat,2, Exp.B, Mt4FRS(Dir), load duration factor-1,6, 11( I Truss designed for wind loads `" in the plane of the truss only. rn 1 CI o ��4 M-3x4 l l y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4I JOB NAME •. 5019-D POLYGON - J4 �� PRiji , Scale: 0.5252 .a( IN 60/, WARNINGS: GENERAL NOTES,unless otherwise noted: CZ"1.1I�Ir�4r�( -� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 9 2 t P E : t' Truss: J 4 and Warnings before construction commences, building component.Applicabtey of design parameters end proper 2.204 compression web brewing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure slabeey during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES, BY: MJ Is the responslbltity of the erector.Additional permeneM bracing of 2'o.c.end at 10'oa respectively unless braced throughout their length by f,� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the everee structure Is the responsibility of the building designer. 3,2x Impact bridging or laterel bracing required where shown++ n Q' 4.No bad should be applied to any component tote after air bracing end 4,Indlaliatlon of truss Is the responsiblity of the respective contractor. "Q A_OREGON C<. �l//' SEQ. : 6126096 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used M a non-corroehre environment, �. '9' T RAN S I D• 413 216 design loads be applied to any component end arefor"dry condition*of use. J 'Q rLQ'� 5.CompuTrus has no control over and auumes no responsibility for the s,Design assumes full bearing at air supports shown.Shim or wedge If 0 14 Q,. fabrication,handling,shipment and installation of components. necessary. - s.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. P R't,�,. M B.Plates shall be located on both faces of trues,and placed ao their center I 11111 VIII VIII IIT 11111 IIID VIII:III:III TPI/WTCA In BCeI,copies of which will be furnished upon request. Ones coincide v in joint ate center nee. 9.Digits indicate alae of plate in Inches, MITek USA,Inc.fCom uTrua Software 7.8.8 1 L-E 10.For Nolo connector plate design values see ESR-1311,ESR-19e5 mak) EXPIRES:12/31/2015 aria uea.Lyu t/cet/dLeu LLUM ,umpul.eL iulru, .,y 111111101111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DC(F/Cq-1.00 TC: 2x4 KDDF 8IIBTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6-( -93) 129 6-5-4 0) 18 BC: 2x4 KDDF 0168111 SPACED 24.0" O.C. 2-3-(-214) 36 5-7-(-121) 165 5-3=(.. 0) 51 3-4-( -59) 45 3-7-(-184) 135 WEBS: 2x4 KDDF STAND 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: 12.0" 0,0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 8.4" -85/ 87V 0/ OH 1.50" 0.14 KCDF ( 625) 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 NCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 paf) uplift at 24 "oc'spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 4-09-03 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 :L 0.133" '1' MAX LL DEFL - 0.005" @ 2'- 3.8" Allowed 0.209" -, MAX TL CREEP DEFL - -0.007" 0 2'- 3.8" Allowed - 0.279" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed = 0.039" 12 MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed .. 0,052" 10.00'7 )A MAX HORIZ. LL DEFL - -0.007" @ 5'- 7.5" MAX HORIZ. TL DEFL - 0,007" 0 5'- 7.5" NOTE: Design assumes moisture cortent does not to exceed 19% at time of manufacture. M-4x6 'n I Design conforms to main windforce-resisting Osystem and components and cladding criteria. If 4 ' ' Wind: 140 mph, h-21.2ft, TCDL-4.2,BCDL-6.0, ASCE+7-10, (All Heights), Enclosed, Cat.2, Exp.B, MIA'RS(Dirl, load duration factor-1,6, Truss designed for wind loads in the plane of the truss only. 88 _� -, m r r IIIIIIIIIMME o M-1.5x3 I e��r c, M-3x4 M-3x4 M-3x4 ' 6 y y l 2-03-12 3-08-04 b ' y 1-00 l 2-05-08 y 6-00 3-06-08 'PROVIDE FULL BEARING,Jts:2,4,71 es JOB NAME : 5019-D POLYGON - J4C sale; B.51B2 `�`� NGNeFlsa. 44 11/z6l :; �-�.. WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ��.p E t- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en Individual d Truss: J4C and Warnings before conslruolbn 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.Deign sesames the top and bottom chords to be IderaNy braced at - / .4/� DES. BY: MJ u ihs raapons@'Ary of the erector.AddNlonel permanent bnoMg of 2'o.c.end at 10'hin respectively unless braced throughout their lengath by ��., .,, continuous sheathing such a plywood sheathing(TC)endlor drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ OREGON D' 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. I 1 SEQ. : 6126097 fasteners are complete and at no time should any bads greeter than 5.Design assumes busses are to be used in a non-corrosive environment, ��+/�T59}„ 14 N ,„l,- design loads be applied to any component. end are for"dry condition"of use. t� TRANS I D: 413 216 5.CompuTrue has no control over and assumes no responsibility for the 8 necessary. Signa acmes NN beadn0 at all supports shown.Shim or wedge H pp n 0 f fabrication,handling,shipment end Installation of components. 7.Design ssumes adequate drainage is provided. �f'7 R 10- 6.This design is furnished subject to the Amitatidns set forth by 6.Plates shall be located on both faces elms,end pieced so their center IIIIII VIII VIII VIII VIII VIII VIII'III'IIITPUk U A in Bc81,copies of which will furnished upon request. y iDigeaa indicatesks)oi t cerate knees. MITeUSA,Inc/CompuTrus Software 7.13.8(1 L)Z 10.For basic connector plate design values see ESR-1311,ESR-1986(Weld EXPIRES:12/31/2015 , IIIIIIIIIIIIII PACIFIC LUMBER-BC ' • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DD0'/Cq=1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-4-(0) 0 BC: 2x4 KDDF 1116BTR SPACED 24,0" O.C. 2-3=(-137) 115 • TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT (- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KCDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KCDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. : Des gn checked or net(-5 ps ) up ft at oc spec ng. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-1/240, TL-L/160 BOTTOM CHORD CHECKED FOR lOPSF 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 - 0.159" @ 3'- 7.1" Allowed 0.470" 5-11-09 MAX TC PANEL TL DEFL - -0.144" @ 3'- 4.8" Allowed - 0.717" 1' 1' -, MAX HORIZ, LL DEFL - -0.002" @ 5'- 10.6" MAX HORIZ. TL DEFL - -0.002" @ 5'- 10.6" (�( I 12 NOTE: Design assumes moisture content does 10.00 not to exceed 19% at time of manufacture. Design conforms to main windforce-resistir.,g system and components and cladding criteria. Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, Mb(FRS(Dir), load duration factor-1.6, oI Truss designed for wind loads in the plane of the truss only. 0 c rfl 0 .r 0 M-3x4 J. 1 y 1-00 6-00 'PROVIDE FULL BEARINGIJts:2,4,31 JOB NAME : 5019-D POLYGON - J5 Scale: 0.4698 c�� t.�GpN717/9tV/ �FF WARNINGS. GENERAL NOTES,unless otherwise noted: �4./ //n/N� 1.Builder and erection contractor should be advised of aft General Notes 1.This design is based only upon the parameters shown and is for an individual '72 �P E �� Trus s: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed when shown+. Incorporation of component Is the responsibility of the bulldIng Sea designer. 3.Additional temporary bracing2.Design assumes the to end bottom chords to be latera braced at ��/!� DES. BY: MJmils ry to Insure stability during construction P laterally f / ..• Is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'o.o.respectively unless braced throughout their length by ,/•.�sn continuous Impact eheang or such lateral b are ui edw ere s endlor drywaA C. DATE: 11/2 6/2 014 the hemp afructuro b the r e tor.Ad it of the building derating s.2co 1 qact sheat hi or bracing plywood sheetred where shown r d (S ) �/ SEQ. : 6126098 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. 0REG0N 40 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, ��,. If Y �Q,�G..+� TRANS I D: 41321 6 design bade be applied to any component. and are for'dry condition"of use. / '1 S.CompuTrus has no control over end assumes no responsibility for the 8•Design assumes Ne beefing at all supports shown.Shim or wedge if - d- 4 fabrication,handling,shipment and Installation of components. necessary. R) S. O.This design is furnished subject to the limitations eel forth T.Design assumes adequate drainage is provided. ��.RIO- V I IIIA MINI IIID VIII VIII VIII'III'III TPOWTCA In SCSI,copies of which will be furnished uponquest, s linels coincide es shall ewllh)oint ceon ntetrAnsah 9e of truss,end placed so their center �7 - --- MITek USA,InciGompuTrus Software 7.6.6(1 L)-E s. 0.Foorlbasiciconnescto rplale desie in gn values see ESR-1311,ESR-igen(Weld , EXPIRES:12/31/2015 111.1.0paLe a ueaiyu evu uv", .• u,y....... .....F.... ..j 111111111II PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DL''F/Cq-1.00 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" C221 0) 72 2-6-(-150) 174 /DD 0) 18 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1-2-) 250) 55 2-6-(-150) 224 6-5-L• 0) 51 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 3-4-( -87) 66 3-7=1,'7249) 216 WEBS: 2x4 KDDF STAND LOADING ' TC LATERAL SUPPORT <- 12"OC. UON. ILI 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRE- BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -34/ 398V -66/ 1848 5.50" 0.64 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KOOF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.6" -69/ 108V 0/ OH 1.50" 0.17 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -OND. 2: Design checked for net(-5 psf) uplift at 24 "o%spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 8 -1'- MAX LL DEFL - 0.008" 8 2'- 3.8" Allowed - 0,254" MAX TL CREEP DEFL - -0.009" 8 2'- 3.8" Allowed - 0.339" MAX IIORIZ. LL DEFL - -0.010" 8 5'- 7.5" MAX HORIZ. TL DEFL - 0.010" 8 5'- 7.5" 5-11-09 NOTE; Design assumes moisture content does f T not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 , Wind: 140 mph, h-21.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 10.00 (All Heights), Enclosed, Cat.2, Exp.B, MRFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. t M-4x6 0.--+ I i ,+r Aill- _. -i r1 At .”, F'�1111MMER! oM-1.5x3 I - N I M-3x4 M-3x4 M-3x4 Y Y 2-03-12 3-08-04 Y Y Y Y 1-00 2-05-08 6-00 3-06-08 IPROVIDE FULL BEARING;Jts:2,7,41 'cc' PROF,e�„ JOB NAME : 5019-D POLYGON - J5C s scale: 0.3821 `�j ENGIN /0_ 1-1 11/25117; *1- WARNINGS: GENERAL NOTES unless otherwise noted: .C ' !-92.11 PE 7.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown end Is for an Individual Truss: J5C end Warnings before construction commences. building component ApaicanlGP of design parameters and prori� Incorporation of component b the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords Io be laterally braced al .. J.Addmonal temporary bracing to Insets stability during construction 2'c c.and at ta'to.respectively unless braced throughout their knglh by 'a ... DES. BY: MJ b the responsiblity of the erector.AddAlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordrywag(BC). y� OREGON �� Cr DATE: 11/26/2014 the overall structure b the responsiblity of the building designer. s.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6126099 4.No load should be applied to any component until after all bracing and 4.installation of truss Is the re o be ility of the respective contractor. /O '9 y 1 2 �� fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-concent environmen4 design beds be applied to any component. and are for"dry condition"of use. {�, TRANS I D' 413 2168.Design assumes NA bearing at ail supporta shaven.Shim a wedge B 4/, n�� F1 6.CompuTrus has no control over and assumes no responsibility for the necessary. ` febdcalbn,handing,shipment and Installation of components. 7.Design assumes adequate drainage b vided. 6.This design Is tumished subject to the Imitations set forth by 6.Plates shag be located on both faces of truss,and placed so their center rnished upon ��11111111X1111��N M e USA,lSCSI,o I,copies psofus!ch Softwarewill be +7.8.8-SPI(1LL)-Et lines coincide with Joint center lines. basiccoaonnectorplatedesiignhvaluessee EBR-1711,ESR•Isla(MRek) TPIANTCA insize EXPIRES:12/31/2015 IIIHMIIIE PACIFIC LUMBER-DC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDOF )l1&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5-(G) 0 BC: 2x4 ROOF 01&BTR SPACED 24.0" O.C. 2-3-)-217) 192 3-4-(-115) 66 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREDBOG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF' ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 6HV 0/ OH 5.50" 0.11 RODE ( 625) 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "ocspacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100 EF MAX LL DL - -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 - 0.074" 0 2'- 9.2" Allowed 0.481" ) MAX TC PANEL TL DEFL - -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ, LL DEFL - -0.003" 0 5'- 11.1" 12 MAX HORIZ, TL DEFL - -0.003" @ 5'- 11.2" 10.00 )' NOTE: Design assumes moisture content does 11/1.°11.°11 not to exceed 192 at time of manu.`.acture, Design conforms to main windforce-resisting system and components and cladding criteria. m Hind: 140 mph, h-22,2ft, TCDL-4,2,BCDL-6,0, ASCE 7-10, �i (All Heights), Enclosed, Cat.2, Exp,B, M%iRS(Dir), load duration factor-1.6, Truss designed for wind loads C in the plane of the truss only. J. , m a ! o M-3x4 l y y . 1-00 6-00 1-02 (PROVIDE FULL BEARINGfJts:2,5,3,41 JOB NAME •. 5019-D POLYGON - J6 Scale: 0.4444 < NGIN(;�Nb�,Q�`Si WARNINGS: GENERAL NOTES,unless otherwise noted: V /l l ✓I f 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 en Individual �' !92 �.P E r Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the respoalblltiy of the building designer. 3.Additional temporary2.Design assumes the Iv and bottom chords to be latera braced �+-.r bracing to Insure stability during construction P laterallyat '� t DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10 o.a respectively unless braced throughout their length by ,,/� continuous sheathing such as plywood sheathing(TC)and/or drywaI(BC). 4 DATE: 11/26/2014 the overall structure Is the reaponslbiiity of the building designer. 3.2x Impact bridging orlateral bracing required where shown++ ��yy r+ 4.No load should be applied to any component until alter all bracing and 4.Installation of trues is the responsibility of the respective contractor. "'9- V RvaON ` �(( SEQ. 612 61 O O - 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 4, fit" As TRANS I D• 413 216 design loads be applied to any component and are for"dry condHlon"of use. / Y �� -l_ 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes fait bearing at all supports shown.Shim or wedge if Q. 14 �' febrialbn,handling,shipment and Installation of components. necessary. Qy e.This design is furnished subject to the limitations set forth 7.Designlatesassumes caa ed one bothfen drainage is l provided. '<, R f � 1111111111111111 IIII VIII VIII VIII IIII(III byS.Plates shall be located faces Olives,and placed so their center TPIIVI?CA in SCSI,copies of which will be furnished upon request. linea coincide with joint ostler lines. MITek USA,Irtc.lCompuTrue Software 7.6.6(1 L)-E 10.F rbasic connDigits incate ecctor e plate design vallate In ues see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 This design prepared from computer .input oy 11111111111This LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" 1-2-( 0) 72 2-7-(-114) 160 7-6-( 0) 18 TC: 2x4 KDDF A1aBTR LOAD DURATION INCREASE - 1,15 2-3-( 236) 46 6-8-( 149) 206 6-3-(t 0) 51 BC: 2x4 KDDF STSPACED 24.0" O.C. 3-4-1-165) 126 3-8=1229) 165 WEBS: 2x4 KDDF STANDNTR 4-5-( -62) 26 LOADING TC LATERAL SUPPORT <- 12"OC, UON. LL( 25.0)+DL1 7.01 ON TOP CHORD - 32,0 PSI' • BC LATERAL SUPPORT <- 12"0C. VON. 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: 12.0" 0.0" 0'- 0.0" -29/ 387V -80/ 216H 5.50" 0.62 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 7,5" -16/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -19/ 11V 0/ OH 1.50" 0,02 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc(spacing.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/16j) 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 - 0.006" @ 2'- 3.8" Allowed - 0,254" MAX TL CREEP DEFL - -0.008" @ 2'- 3.8" Allowed - 0.339" 7-02 MAX HORIZ. LL DEFL - -0.008" @ 5'- 7.5" 1' ,( MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5' / NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 7 Wind: 140 mph, h-22.2ft, TC DL-4.2,BC DL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, ,-: Truss designed for wind loads I in the plane of the truss only. M-4x6 I 14'il'i 1 1 : cni MM - -, { d .��3 o M-1.5x3 O - N i of M-3x9 M-3x9 M-3x9 b J, l ' 2-03-12 3-08-09 y 1 l 1 1-00, 2-05-08 4-08-08 y y 6-00 1-02 (PROVIDE FULL BEARING;Jts:2,8,4,51 X00 PR Ope JOB NAME : 5019-D POLYGON - J6C �� c31" p,, 9ro Scale: 0.3255 ,, 11/26 r. 2' WARNINGS: GENERAL NOTES,unless otherwise noted: >�' "�2 P E I <' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and H for an individual ' T Z'u S s: J6C and Warnings before construction commences. building component.Applicability of design parameters end proper /� Incorporation of component Is the responsibility of the building designer. /// Z.2x4 compression web racing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at .w/� 3.Additional temporary bracing to Mauro stability during construction 2'ob.and at 10'c.c.respectively unless braced throughout their lengptth by s'�+Aiwa' -., - Q • DES. BY: MJ is the responsibSy of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). !� , DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^9 OREGON t �40 S F.,Q. : 6126101 4.No load should be applied to any component until after all bracing and 4.Installation citron Is the responsibility of the respective contractor. �� 2.0 . fasteners are complete and at no time should any beds greeter than B.Design assumes trusses aro to be used In a non-corroaM environment, design loads be applied to any component. and are for"dry condition"of use. Q fr 14 TRANS I D: 413 216 a.CompuTrus has no control over and assumes no responsibility for the S.Design assumes NA bearing el oil supports shown.Shim or wedge If t` necessary. ell R_I O'- • fabrlcellon,handling,shipment installation of components. 7.Design assumes adequate drainage N provided. B.This design le furnished subject to the Andtatlons set forth by S.Plates shag be locatedonboth faces of truss,and placed so their center I nished upon lines e with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII(III(III MITeIITCA in Kai,copies of which will be USA,InciCompUTrus Softwareh+7.8.6--SPI(1 request. 10.Digits b Indicate coroplateldesiignAvalues see EBR-1311,EB11-1Ie8(MITap EXPIRES:12/31/2015 EIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4,4" IBC 2012 MAX MEMBER FORCES 4WR/DR1/Cq=1.00 TC: 2x4 KDDF )t16BTR LOAD DURATION INCREASE - 1,15 1-2-1 0) 72 2-5-(0) 0 BC: 2x4 KDDF 41hBTR SPACED 24.0" O.C. 2-3"(-266) 237 3-4-( -90) 38 TC LATERAL SUPPORT <" 12"0C. UON. LOADING BC LATERAL SUPPORT <" 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREE;BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. `(SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5,50" 0.61 KGIOF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KC;OF ( 625) 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KCbF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 21V 0/ OH 1,50" 0.03 KDOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc' spec nq. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18j0 MAX LL DEFL - -0,002" 8 -1'- 0.0" Allowed," 0.100" MAX TL CREEP DEFL - -0,003" @ -1'- 0.0" Allowed IS 0.133" MAX TC PANEL LL DEFL - 0,118" @ 2'- 11.7" Allowed'- 0.481" 0MAX TC PANEL TL DEFL - 0.104" @ 2'- 11.7" Allowed'" 0.722" MAX HORIZ. LL DEFL - -0,003" 8 8'- 3,6•" MAX HORIZ. TL DEFL - -0.003" 8 8'- 3.6," 12 NOTE: Design assumes moisture content does 10,00 not to exceed 19% at time of manufacture, Design conforms to main windforce-resistirlq 41 system and components and cladding criteria. Wind: 140 mph, h-22.7ft, TCDL-4.2,BCDL-6.0, ASCI 7-10, r--c, (All Heights), Enclosed, Cat,2, Exp.B, MNFRS(Dir), I load duration factor=1,6, o Truss designed for wind loads ( ,1 in the plane of the truss only. l 4 r m j 41 o f ►� 5.,=. -! 0 M-3x4 3, 3 y y 1-00 6-00 2-09-06 (PROVIDE FULL BEARINGIJts:2,5,3,41 • JOB NAME : 5019-D POLYGON - J7 �R�a.PROFF� Scale: 0.3996 � � (//�+J(+� /{[qT�S/p WARNINGS: GENERAL NOTES,unless otherwise noted: �(! Inn�lr�G� (1c �.1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and le for en individual s 7211•.P E l r- T ru s S: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ki DES. BY: MJ 3.Additional temporary2.Design assumes the to and bottom ch ords to a latero braced at f /14: . bracing to insure stability during construction P Ay t r � Is the responsibility of the erector.Addftlonal permanent bracing of 2'o.c.and al 10'o.o,respectivelyly unless braced throughout their length by �� continuous sheathingidging such l plywood shealhlnp(TC)andlordrywaA(SC). i it DAT E: 11/26/2014 the overall stmoture u the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON SEQ. : 612 610 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. V REGQ�1 ((/ fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used Ina non-corrosive environment, '94. 4„ Gs TRANS I D• 413 216 design loads be applied to any component, and are for"dry condition"of use. ), 0�1 a.CompuTros has no control over and assumes no responsibility for the 6.Design assumes WA bearing et all supports Shawn.Shim or wedge if �.`17$14 '�L} 2 A� fabric-Ilion,handiing,shipment and Installation of componenU, necessary. n ti `i'' This design Is furnished subject to the limitations set forth by8.PasPlatess assumall be es adequateadondrainage faces e R rand r7.R 1 111111111111111111111 TPIIWTCA In SCSI,copies of which will be furnished upon request. S.Anes alhn a wfth located center tines.B. or truss, placed so their center L MITek USA,Inc./CompuTrua Software 7.6.6(1 L)E 10.For basiotconnecto cate size rplatetdesge In n values see E8R-1311,ESR-198e(MITek) EXPIRES:12/31/2(115 1 MI5 ueslyll Brepereu irlllll eunipuuer. irrNul. uy IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq-1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-5-(G) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-318) 286 ,, 3-4-(-102) 45 f 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 TOTALREQUIRED BRG AREA LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, '(SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -23/ 376V -106/ 284H 5.50" 0.60 KDF ( 625) LL - 25 PSF Ground Snow )Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KD)F ( 625) 5'- 11.2" -249/ 379V 0/ OH 1,50" 0.48 RCM' ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.8" -52/ 76V 0/ OH 1,50" 0.12 KCDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "or, spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/10,0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - -0,002" 0 -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed'- 0.133" ,I MAX TC PANEL LL DEFL - 0.067" @ 3'- 4.9" Allowed - 0,481" y MAX TC PANEL TL DEFL - -0.075" 0 3'- 2.4" Allowed - 0,722" MAX HORIZ. LL DEFL - -0.004" 0 9'- 6.1" MAX HORIZ. TL DEFL - -0.004" 0 9'- 6.0" NOTE: Design assumes moisture cor:ent does not to exceed 19% at time of manufacture. 12 10.00 v Design conforms to main windforce-resistirg system and components and cladding criteria. Wind: 140 mph, h-23,2ft, TCDL-4,2,BCDL-6.0, ASCE 7-10, I) r-- (All Heights), Enclosed, Cat,2, Exp.B, M FRS(Dir), i load duration factor-1,6, , Truss designed for wind loads 1 in the plane of the truss only. 1 r i ( r1 e" a M-3x4 1 y ) y 1-00. 6-00 3-06-12 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - J8 sale; 0.3712 `'\�*�N 31N_A.- .0o WARNINGS: GENERAL NOTES,unless otherwise noted: ' 92.1p E . r 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual /,.s' Truss: J a and Warnings halon construction commences. building component.Applicability of design parameters end proper 41101111rJ�� 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■ DES. B Y: MJ is Ns re asbtl of the erector.AddNonal rmanent bracing of 2'o.o.and at 10'o,o.respectively unless braced throughout their drywall by f es apo ry M continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON O./', 4.No bad should be applied to any component until eller at bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9�,. SEQ. : 6126103 fasteners are complete and at no Ume should any bads greater than 5.Design assumes trusses ere to be used M a non-corrosive environment, 2.0 „� design bads its applied to any component and are for"dry condition"of use. G a✓ 14 Q.- TRANS I D: 413 216 5.CompuTrus has no control over and assumes no responsibility for the S•necessary.Desn assumes NU bearing et all supports shown.Shim or wedge U �f 11 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. 'Pi Flt‘.-‘- IL S.This design Is furnished subject to the limitations set forth by 5.Plates shot be located on both faces of truss,and pieced so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPVWfCA M SCSI,copies which will be furnished upon request git coincidenictwithjoin) te centerIlines. g.Digits Indicate size of t In(lines. MITekUSA,IncJCompuTfueSoftware7.6.6(1L)-E 10.For basic connector plate design values see El3R-1311,Ef3R-1966(MITek) . . EXPIRES:12/3112015 IEHI1111111PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DtF/Cq=1.00 TC: 2x4 KDDF )16BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6-(0) 0 BC: 2x4 NODE 916BTR SPACED 24,0" O.C. 2-3-(-373) 304 3-4-1-142) 57 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 4-5-( -55) 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" 9.2" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED; BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KOH ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 ODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -250/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 10'- 0.0" -128/ 191V 0/ OH 1.50" 0.24 1413F ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Des gn c ecke. for net(-5 psf) upl t at o4 spec ng. AND BOTTOM CHORD LIVE LOADS ACT NQN-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/lE MAX LL DEFL - -0.002" 9 -1'- 0,0" Allowed= 0.100" MAX TL CREEP DEFL - -0.003" 9 -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.001" 8 10'- 9.2" Allowed 0,077" /I MAX TL CREEP DEFL - -0.001" 9 10'- 9.2" Allowed - 0.102" MAX TC PANEL LL DEFL - 0.064" 9 3'- 4.9" Allowed - 0.481" MAX TC.PANEL TL DEFL - -0.072" 9 3'- 2.4" Allowed - 0.722" MAX HORIZ. LL DEFL - -0.006" 9 9'- 11.2" 12 MAX HORIZ. TL DEFL - -0.006" 9 9'- 11.2" 10.00 1,77 NOTE: Design assumes moisture cor.tent does not to exceed 19% at time of manufacture. Design conforms to main windforce-resistir'g r system and components and cladding criteria, 0 I) Wind: 140 mph, h-23.7ft, TCDL-4.2,BCDL-6.0, ASCE'7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MB'FRS(Dir), m load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. • M ,-1 I _ . M-3x4 1 l J• J, 1-00 6-00 4-09-03 PROVIDE FULL BEARING;Jts:2,6,3,41 JOB NAME : 5019-D POLYGON - J9 ' PRoxFL Scale: 0.3420 \< NaN sv�'. WARNINGS: GENERAL NOTES,unless otherwise noted: �� Inn�Ir� � F 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is batted only upon the parameters shown and Is for an Individual 4 �D 2.I.PE , r Truss: J 9 and Warnings before construction commences. building oomponenL 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 slabAAy dining conetrodlon 2.Design assumes the top and bottom chortle to be laterally braced at .. DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� Is the responalblhty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlordrywat(BC). " n, DATE: 11/26/2014 the overat structure Is the responsibmly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !�y� 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. .'Q A-OREGON ' ! SEQ. : 6126104 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, li '+y �H'- +� design bads be applied to any component. and are for"dry condition"of use. "0 ''�.y' 14, its ,-k- TRANS I D: 413216 5.Coa.Design assumes full bearing at ail supports shown.Shim or wedge If v mpuTms bas no control over and assumes no responsibility for the necessary. Jy��n �� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. n S.This design Is furnished sub)ed to the Imitations set forth by 5.Plates shall be located on both faces of Muss,and placed so their center III VIII ILII VIII 11111 IIIA VIII IIII IIII TP1/WTCA In SCSI,copies of which wIl be furnished upon request. lines coincide with)obi center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 15.For basic connector plate design values see ESR-1311,EBR•1905(Wyk) EXPIRES:12/31/2015 rnis aesign prepares rrom computer input ny IIIIIIIIIIIIIIPACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DEF/Cq-1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE - 1.15 1-2-(-410) 381 2-6-)(.) 0 BC: 2x4 KDDF @16BTR SPACED 24.0" O.C. 3-4-(-191) 139 TC LATERAL SUPPORT <- 12"0C. UON, LOADING 4-5-( -55) 29 , 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIREC BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN.' ;(SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 K[OF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 K1DF ) 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.6" -30/ 48V 0/ OH 1.50" 0.08 KCJF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Des gn c ec e. for net(-5 ps up ft at 2 oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/18-0. MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" M-3x4 MAX TL CREEP DEFL - -0,003" 8 -1'- 0.0" Allowed 0,133" MAX TC PANEL LL DEFL - 0.067" @ 3'- 4.9" Allowed - 0.481" MAX TC PANEL TL DEFL .. -0,075" 8 3'- 2.4" Allowed - 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.8" MAX HORIZ. TL DEFL - -0,007" @ 11'- 10.8" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 10.00 Design conforms to main windforce-resisting system and components and cladding criter;;.t, 1 Wind: 140 mph, h-24.2ft, TCDL=4.2,BCDL=6.0, ASCE' 7-10, o (All Heights),EEnclosed, Cat.2, Exp.B, MhFRS(Dir), load duration factor-1.6, ITruss designed for wind loads o in the plane of the truss only. .-r 1 rn ,-I Z. 1 o k y ), Y 1-00 6-00 5-11-09 'PROVIDE FULL BEARINGJJts:2,6,3,4,51 �9&1 .PR OFen JOB NAME : 5019-D POLYGON - J10 Scale: 0.3095 t�NQ`lN {�"�.s/p GENERAL NOTES,unless otherwise noted: ll/Z6/07nI - WARNINGS: 4 .92I11PE ' r.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual Truss• J10 end VVemings before construction commences. building component.Applicability of,design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. i�'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 14510/' DES. BY• MJ la the res ns of the erector.Addmonalpermanent bracing of 2'c.c.and at 10'co.respectively unless braced throughout their length� by po ttr*Iy 0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure S the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON r 14/ 4.No bad should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor.assumestressI� SEQ. : 6126105 fasteners are complete and al no time should any loads greater than 6.Design assumes es are to be used in a non-c174 ��: � orroslve environment, TRANS ID: 413 216 design hada be applied to any component. and oro for"dry onfull bearing st all supports shown.Shim or wedge If on'of use. S,Design assumes Ng bta. Y 14 20 5.CompuTrea has no control over and assumes no responsibility for the �._ 7.Design auumes adequate drainage is provided. fabrication,handling,shipment and Installation of components, necessary. r R t L,'" S.This design Is furnished subject to the Invitations set forth by 9.Plates shag be located on both faces citrus!,and placed so their center TPi VIII 11111 VIII VIII 11111 VIII VIII'III'III MiTek U A,Inc./Co puTrusCA in SCSI,copies of 'ch will be furnished upon Software 7.6.6(1 L)-E request 9.For D sick nnecctto rple elduwith joint rq values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/24)15 IIII II I it ff ....... .... may.. ,,...�.,...... .....,, �.,.,,r,...,,. ..,,,,.. L,, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOH #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-6-(4) 0 BC: 2x4 (ODE #16BTR SPACED 24.0" O.C. 2-3-(-455) 428 3-4=(-247) 190 TC LATERAL SUPPORT <- 12"0C. UON. LOADING 4-5-( -78) 55 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" 0.0" TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,(SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 393H 5.50" 0.60 [TN' ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 RIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -170/ 240V 0/ OH 1.50" 0,31 KL'DF ( 625) 13'- 2.0" -61/ 91V 0/ OH 1,50" 0.15 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/11'3 ' MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.068" 0 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL - -0.077" 0 3'- 2.4" Allowed n 0.722" MAX HORIZ, LL DEFL = -0.008" 0 13'- 1.3;" MAX HORIZ. TL DEFL - -0.008" 0 13'- 1.3" NOTE: Design assumes moisture cor.tent does 12 not to exceed 19% at time of manr:facture, 10.007Design conforms to main windforce-resistirg system and components and cladding criteria. o Wind: 140 mph, h-24.7ft, TCDL-4.2,BCDL-6.0, 05C0 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MhFRS(Dir), o load duration factor-1,6, Truss designed for wind loads '-4 in the plane of the truss only. P hl ti 1 o rfiji -, o M-3x4 1 l y y 1-00 6-00 7-02 PROVIDE FULL BEARING,Jts:2,6,3,4,51 R JOB NAME : 5019-D POLYGON - J11 Scale: 0.2963 ��reNGpN o��Al `r�p. WARNINOB: GENERAL NOTES,unless otherwise noted: �(! II(g9/(1 ' -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 92.111?E p1� Truss: J 1 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Metalled where shown+. Incorporation of component is the responsibility of the building designer. '' DES. B Y: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a[ / .. Is the responsibility of the erector.Addmonal permanent bracing of 2'°A and at 10'o.o.respectively unless braced throughout their length by DATE: 11/26/2014 the overaN structure Is the responsibility of the buildingdesigner. continuousxImpatsheathing such as plywood required where s ownor dryweA C. p ' b 3.2x Impact bridging or talent bracing required where shown++ ) `d �yIt SEQ. : 6126106 4.No bad shouts be applied to any component until alter all bracing and 4. aNation of truss Is the responsibility of the respective contractor. 'yL A-OREGON �(( fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used M a non-corrosive environment, L. t, j(� •TRANS I D: 413 216 design Made be applied to any component, and are for"dry condition"of use. rq 9}, 2.°� 5.CompuTrus has no control over end assumes no responsibility for the S.Design assumes fug bearing el all supports shown.Shim or wedge H V. �.t} �1�� fabrication,handling,shipment end installation of components. necessary. f S.This design Is furnished subject to the limitations sal forth 7.Design assumes adequate drainage is p r Acted. '� R R 1..�,^ d so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITe SATPVWTCA nlnC.lConlpuT 8 Software 7.6.8(1 L)-E�SCSI,copies of which will be furnished upon requeal. 10.Digits indicate o oca S.Plates shall assizwite of plat center helueon both facies e eesE8R•E,and SR-1311,ESR-1988(MRep EXPIRES:12/31/2015 Arils uealyn NLepdceu LLvwr uumpuLeL ,A.npu,. uy 1111111111111PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 1168TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 72 2-6=(C') 0 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2-3-(-480) 452 j 3-4-(-274) 218 9-5-( -94) 68 TC LATERAL SUPPORT <- 12"OC. DON. LOADING BC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF '. DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -156/ 413H 5.50" 0.60 KLDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KCIF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 367V 0/ OH 1.50" 0.47 KLDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -192/ 271V 0/ OH 1.50" 0.35 KLDF ( 625) 13'- 9.6" -75/ 111V 0/ OH 1.50" 0.18 KLDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. : Des gn c ec e• for net(-5 ps up ft at 4 'oc• spac ng. -q VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1EJ 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 - 0.070" @ 3'- 4.9" Allowed • 0.481" /1111"11/7 MAX TC PANEL TL DEFL - -0.079" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL - -0.009" @ 13'- 8.5'" MAX HORIZ. TL DEFL - -0,009" @ 13'- 8.1" NOTE: Design assumes moisture cor. ent does not to exceed 19% at time of manufacture. 12 Design conforms to main windforce-reslstirg 10.00 7 system and components and cladding criteria. Wind: 140 mph, h-25ft, TCDL-4.2,BCDL=6.0, ASCE 10, m (All Heights), Enclosed, Cat.2, Exp.B, MbilRS(Dir), I load duration factor-1.6, o Truss designed for wind loads 'i in the plane of the truss only. I rn .-r <• ra. o -s = O M-3x4 • 1-00 6-00 7-09-10 (PROVIDE FULL BEARING)Jts:2,6,3,4,51 y� 1.t11�„o."1°F6',.6,. JOB NAME : 5019-D POLYGON - J12 Scale: �(rG`NGIN• b" ?lb Bl : D WARNINGS: GENERAL NOTES,unless otherwise noted: C '912.'P E ''f•, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual •. T r U S S: J12 and Warnings before construction commences. building component.Applicability of design paramatera and proper , • 2.2x4 compression web bracing must be installed when shown+. Incorporation of component is the responsibility of the building designer. ! S.Additional temporary bracing to Insure Mobility during conalrecUon 2.Design assumes the top and bottom chords to be laterally braced a ., DES. BY: MJ Is the responsibility of the erector.Additional rmanent bracin of c'ntin end at ldss braced nd/nhout drywatp1 by /+-- ps 0 2'ces.uo d sheathingsuch asplywood sheathing(TC)and)w d n(BC40 DAT E: 11/26/2014 the overall sWoture la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whre shown++ '74. OREGON �((/4c- DATE: 4.No bad should be applied to any component until alter all bracing and 4.Inatellation of Inas Is the responsibility of the respective contractor. �� O� s�'Q. 612 610 7 fasteners are complete and at no Ume should any loads greater than s.Design assumes busses are to be used In a non-corrosive environment, design loads be applied to any component, end are for*dry condition'of use. I✓ 14 TRANS I 413 216 a.CompuTres has no control over end assumes no responsibility for the a �eceasa assumes NA bearing al cop supports shown.Shim or wedge K 1 11' falakauon,handling,shipment and installation of components. ,,Deagn necessary. adequate dralmps la provided. R 10" S.This design is furnished subject to the Imitations sat forth by S.Plates shall be baled on both faces of Inns,and placed so their anter IIIIII 1111 VIII VIII VIII VIII 11111(III(III TPUYyrCA in BCS(,copies of which will be furnished upon request. git coincide with joint pan in inches g.Digits Indicate size of plate le Ince.. MITek USA Inc./CompuTrue Software 7.8.8(1 L}E 10.For basic connector plate design values see ESR-1311,EBR-igen(MIT'S) EXPIRES:12/31/2015 I Nunn PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc.spacing.] TC: 2x4 WOOF 81&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 WOOF pliBTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. 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 Design conforms to main and claddingresiteria DL ON BOTTOM CHORD - 10.0 PSF system and components cladding criteria. TOTAL LOAD = 42,0 PSF Wind: 140 mph, h-20.6ft, TCDL-4,2,BCDL-6.0, ASCE.7-10, LL - 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MI,,FRS(Dir), load duration factor-1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. Refer or equal typical at stud verticaas.fc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, Refer to CompuTrus gable end detail r 12 complete specifications. 4.00 v 3 ,, .-r 0 1 rn vi 2 ,.....iiii1IlllIIlllIIlIllllllIllllIllll.IlI 1 t rn 00r o M-3x4 4 I r I l ), 1-00 8-06 y • • JOB NAME : 5019—D POLYGON — P1 ��,EO PROice,. Scale: 0.6242 � 04(3/'I7N /4.4.„s/aa_ WARNINGS: GENERAL NOTES,unless otherwise noted: � _n11 fr'�. (/ �` 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown end Is for en Individual C ' !76.I P E �r' Truss: P 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.4x4 compression web bracing must be installed where shown+. IncorpDesign of component Is the responsibility toy of the building designer. DES. BY: MJ r.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom ba be braced at is the responsibility of the erector.Additional permanent bracing of 2'o.o,and at 10'o.a.respectively unless braced throughout their length by DATE: 11/26/2014 the overall structure is the responsibifly of the building designer. continuous sheathing such l acingoequ red where s showner drywap C). SCOMPIP. ' b a.2x impactofIbilbridgingi Is the responsibility of the respective ce environment, r. RECO N�' � fasteners are complete and et no time should any bade greater than A.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: 413 216 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 S.Design assumes full bearing al all supporta shown.Shim or wedge 11 v '9 'f4, 2Q '�� fabrication,handling,shipment and Installation of components. necessary. 'e) S.This design is furnished subject to the imitations eat forth 7.Design assumes adequatefpldrainage b provided. M,Ft',p)i-� so thelr center IIIIII VIII VIII VIII VIII VIII ILII IIII IIII M(TSTPk USACA nInC./Co puTfus Software 7.8.8(1 L)-E lines coincide with Joint center lines. request. 0.10.Dora b indicate o cafe size of pl to Indesin velue8.Pietas shall be located on both fines s sesESR•1s11�ESR 7 ee(Welt) rr 77 EXPIRES:12/31/2015 This design prepared from computer input Dy ENVVPACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 41iBTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 36 2-5-(-53) 69 3-5-0-266) 185 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3-(-109) 91 3-9-( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. )(SPECIES) 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0,79 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL .. 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KIXDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL0,L/1610 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed L 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed 1- 0.133" MAX TC PANEL LL DEFL - -0.355" @ 4'- 3.7" Allowed' 0,508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL - -0.475" 8 4'- 3.8" Allowed r 0.762" ( MAX HORIZ. LL DEFL - 0,001" @ 8'- 2.2;" 12 MAX HORIZ. TL DEFL - 0.001" 8 8'- 2.2" 4.00 177- M-1.5x3 NOTE: Design assumes moisture content does 4 not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting f system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4,2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads ,-, in the plane of the truss only. i. 0 1 { I 4 �$ - 1 M-3x4 M-1,5x3 1, l l 8-02-04 0-03-12 l l 3 1-00 8-06 PROFE 52,03 JOB NAME : 5019-D POLYGON - P2 5 ),GIN s/o. Scale: 0.5367 WARNING!: GENERAL NOTES,unless otherwise noted: �� giiPE , 21, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: P 2 and Warnings before conslmdlon commences, building component Applicability of design parameters and proper 2.2x1 compression web bracing must be installed where shown+. Incorporation of component le the responsibility of the building designer. � qq � 1 3.Addiionel temporary bracing to Insure etabaly during construction 2.Design assumes the top and bottom chords to be Merely braced d 60r�� DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracing of 2'o•0.and at 10'o.0.respectively unless bread throughout their length by f Pc IDIRYconinuous sheathing such as plywood sheathbng(TC)and/or drywall(BC). `I' DATE: 11/26/2014 the overall structure le the responegNgty of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ ^� OREGON. oto 4.No bad should be applied to any component unlit alter aa bracing and 4.tests sIlon of truss Is the responsibility of the respective contractor. SEQ. : 6126109 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �re �•4 y 2�� '1' design loads be applied to any component. and for"dryfullbecondition'of use. P.T TRANS I D 413 216 5.CompuTrus has no control over and assumes no responsibility for the e.Design oe are assumes fug bearing at at supports shown.Shim or wedge If y. A. y� Qa lobdallon,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. h nlLL. 5.This design is furnished subject to the limitations set forth by 9.Plates shag be(seated on both/aces of truss,and pieced so their center 1-1 lines cide with Joint center lines. IIIIII(IIII VIII VIII ILII VIII VIII IIII IIII MReTPlk USA,lnc.(ComCA in SCSI, les of which will be puT B Softwaref 7.6.8(1 L)-E request. 10.For basiciconn dor plate design values see ESR-1311,ESR-laee Reich) 111 EXPIRES:12/31/2015 1"I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3,8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1,00 TC: 2x4 KDDF 1)16BTR LOAD DURATION INCREASE - 1,15 1-2=( 0) 84 2-4-(0) 0 BC: 2x9 KDDF B16BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <- 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 479V -12/ 83H 5.50" 0.77 KBE ( 625) 1'- 9.2" -86/ 45V 0/ OH 5,50" 0,07 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) . 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KC•bF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COMB, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 E,' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0,019" 0 -1'- 8,0" Allowed- 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed'- 0.222" MAX TC PANEL LL DEFL - 0,004" @ 1'- 5.5" Allowed = 0,205" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4,4" Allowed - 0,307" -' MAX HORIZ. LL DEFL - -0.000" 0 3'- 3.1" MAX HORIZ. TL DEFL = -0,000" @ 3'- 3.1" NOTE: Design assumes moisture content does 11 not to exceed 19% at time of manufacture. Design conforms to main windforce-resistir..7 system and components and cladding criteria. o Wind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, g (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor-1,6, j Truss designed for wind loads in the plane of the truss only. m,_ 1 1111111111111111111 g � 0 0 2 p�� 'mo a 1 M-3x4 •( 1 1 )' b 1-08 2-00 1-03-13 (PROVIDE FULL BEARING/Jts:2,4,31 JOB NAME •. 5019-D POLYGON - SJ1 '\''' eREO PRo,��r.6 Scale: 0.8124 icy ��G1N sic WARNINGS: GENERAL NOTES,unless otherwise noted: rL� 'L/A�/! t 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is � based only upon the parameters shown and Is ler an individual "-n 7 2.1 P 1_ {r" Truss: SJ1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.234 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be Warmly braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.a and at l o'o.o.respectively unless braced throughout Ihel length by f,� •/,P'• .. DATE: 11/26/2014 the overal structure Is the responsibility of the buildingdes ner. continuous sheathingor such lateralas b acingoeq sheathing(TC)where s arenas drywaA C. I. P ty b 3.in2Impactbridging s reprodrugiy atthe whentive contractor. fasteners ) OREGON �•,�,_ SEQ. : 6126110 4.No load should be applied to any component untA after at eh and 4.Design allot of truss Is the are responsibility used the respective contractor. A_ fasteners are complete and at no time should any loads greeter than S.Design assumes busses are to be used In a non-com:wive environment, 7 4 47,9 r 20�a cc T RAN S I D' 413 216 design loads be applied to any component, end are for•dry condition'of use. en S,CompuTrue has no control over and aesumea no reaponslbllay for the 6,Design assumes full beefing at ail supports shown.Shim or wedge H 4 14 fabrlcatIon,handling,shipment and Installation of components. Designnecessery, �,d n�� t1{ 0.This design Is furnished subJed to the limitations set forth 7•Design haft assumesladequate drainage u provided. e M�'' Il �, V I VIII(VIII VIII VIII VIII VIII VIII(III(III TPINyrCA In SCSI,copies of which will be furnished upon request. Plates coincideshall Awllh Joint Centetrlines.a of truss,end placed so their ranter 9.Digits indicate size of plate In Inches. MITekUSA,Inc,/CompuTrueSoftware 7.8,8(1L)E 10.For basic connector Mate design values see ESR-1311,ESR-t9ee(Weld EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 4WR/DLF/Cq-1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 84 2-4-(C) 0 BC: 2x4 KDDF 814BTR SPACED 24,0" O.C. 2-3-(-117) 53 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 REQUIREL BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -97/ 461V -25/ 134H 5.50" 0.74 KEW ( 625) 1'- 9.2" -65/ 194V 0/ OH 5.50" 0.31 KLDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 7.8" -75/ 160V 0/ OH 1.50" 0.26 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 pat) uplift at 24 "oc.spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" 8 -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.021" 8 -1'- 8.0" Allowed 0.222" MAX BC PANEL LL DEFL - 0,004" 9 1'- 0.1" Allowed - 0.054" MAX BC PANEL TL DEFL - -0.005" 9 1'- 0.1" Allowed - 0.072" MAX HORIZ. LL DEFL - -0.001" 8 6'- 7.1" 12 MAX HORIZ. TL DEFL - -0.001" 9 6'- 7.1" 6.00 ,' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20,9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-, load duration factor-1.6, I Truss designed for wind loads , o in the plane of the truss only. m ru I ,. Na_jIIIIIIIIIIII a ,. 0 2 �1 �1 M-3x4 J, 1-08 l 2-00 y 4-07-13 J. (PROVIDE FULL BERRING;Jts:2,4,31 •0 P R:Op \� JOB NAME : 5019-D POLYGON - SJ2 �Q�alry s� Scale: 0.5730 WARNINGS: GENERAL NOTES,unless amervdse holed: (17 I�I s1 im 1.Builder and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 4 ��2 �P i! Truss: SJ2 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 bradng to Insure slabMfty during construction 2.Design assumes the top and bottom chords to be laterally braced at �® DES. BY: MJ b the rosponsl of the endor.AddlUonsl rnsnenl brecing of 2'o.c.and at 10'o.o.respectively unless braced throughout their length by f.,pr. Y pe continuous sheathing such as plywood sheathing(TC)and/or dervalam. • DATE: 11/26/2014 the overol structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �� 4.No bad should be applied to any component until after al bracing and 4.Installation of trues is the responsibility of the respective contractor. �G - ��, ,( SEQ. : 612 6111 fasteners are complete and at no lime should any bads greater than 5.Design assumes busses ere to be used In a non-corrosive environment, / ,9 j, �O ...es design bads be applied to any component. and are for"dry condition"of use. Q 14 TRANS I D: 413 216 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes fug bearing et all supports shown.Shim or wedge H 43P" fabrication,handling,shipment and Installation of componente, Design necessary. 4i' 3 R 10- P T.Design assumes adequate drainage Is runs,e, S.This design Is furnished Babied to the Imitations set forth by B.Plates shell be locatedonboth faces Ohms,and placed so their center 111111111111111111 TPI/WMA USA,lnc./CompuT a 1Software 7.8.8(1 L)-E request. 10.Folinr basic connector date design values see ESR-1711,EBR-1505(MiTek) s coincide with Joint center Ilnes. 9.Digits Indicate size of ate in Inches. EXPIRES:12/31/2015 I"IIIIIIII"1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"OC. SON. 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" -68/ 301V -23/ 81H 5.50" 0.48 KLJF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 ((EDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KCDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.003" @ -1'- 0.0" Allowed= 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL - 0.001" @ 1'- 0.1" Allowed= 0.054" MAX TC PANEL TL DEFL - -0.002" @ 1'- 2.9" Allowed 0.196" 12 MAX HORIZ. LL DEFL - 0.000" 0 1'- 10.5' 10.00 7MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.5' NOTE: Design assumes moisture content does not to exceed 199 at time of manufacture. -,r Design conforms to main windforce-resistirg system and components and cladding criteria. ') Wind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp,B, M1:8RS(Dir), m load duration factor-1.6, oTruss designed for wind loads 1 o in the plane of the truss only. N ,1f 1 o PaAIIIIIIIIIIIIII M-3x4 J• J. y 1-00 2-00 [PROVIDE FULL BEARINGIJts:2,4,3I JOB NAME : 5019-D POLYGON - SJ3 .\`,No @D PROF Scale: 0.6645 �Nf0 INN7fl,:1\WARNINGS: GENERAL NOTES,unless otherwise noted: I/I G� CC1.Builder and erection ontractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �'' ' '920•PG Truss: SJ3 and Warnings before onatnrctlon 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. DES. BY: MJ 7.Additional temporary bracing to Insure stability during construction2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility cite erector.Additional permanent bracing of 2'o•n,and at 10'DArespectively unless braced throughout(heir length by .� :�'►- _ DATE: 11/26/2014 the overall structure is the responsibility of the buildingden ner, continuousx sheathing such las bracing cingoe ured where s ownor drywallC. P Y k 4.1x tmmpped bodying or th a re ibi required where shown++ ) -d SEQ. : 612 6112 4.No toed should be applied to any component only after all bracing and 4.Design of treat Is the are responsibility ell of the respective-scams oonlrector, }? OREG O N Intoner'aro complete and at no Ume should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, 2., 41,9. 2° -k"w Cci TRANS I D: 913 216 design loads be applied to any component and are for"dry condition"of use. /� 5.CompuTres has no control over and assumes no responsibility for the 5.Design assumes full bearing at aN supports shown.Shim or wedge If �. 14fr �±�A fabrication,handling,shipment and installation of components. necessary. L{.- 9.This design is furnished subject to the limitations sat forth byT.Design assumes ndeqquale drainage I provlded. MEA r-� �� 1111111 IIID Ill VIII 11111 111111 1111 IIII 5.Plates bs looalatl on both laces of turas,and placed so their center 7 TPUWI•CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrua Software 7.6.8(11)-E 10.Forrit basiclcate onnectoe rplatete desgn values see ESR-1311,EBR-lyse(Welt) EXPIRES:12/31/2(115 This design prepared from computer input by 11111111111This LUMBER-BC I' LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DpF/Cq-1.00 TC: 2x4 KDDF (I16BTR LOAD DURATION INCREASE - 1.15 1-2-1 0) 72 2-4-(0') 0 BC: 2x4 KDDF 011BTR SPACED 24,0" O.C. 2-3-(-96) 73 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 REQUIREL 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" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KGDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KLDF 1625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Des gn c ec ed for net(- psf) up ft at 4 ocrspacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1CO BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed= 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed- 0.133" 12MAX BC PANEL LL DEFL .. 0.002" 0 1'- 0.1" Allowed r 0.054" MAX BC PANEL TL DEFL - 0,002" 8 1'- 0.1" Allowed • 0,072" 10.00 MAX HORIZ. LL DEFL - -0.001" 0 3'- 10,9" I MAX HORIZ. TL DEFL - -0,001" 8 3'- 10.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manuzacture. Design conforms to main windforce-resisting system and components and cladding criteria. Cr) O Wind: 140 mph, h-20,9ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, mCat.2,Heights), Enclosed, Ex p.B, MBFRS)Dir), load duration factor-1.6, I Truss designed for wind loads • in the plane of the truss only. m 1c I c 0 I ►� 4�l o I M-3x9 i I. 1 1-00 l 2-00 y 1-11-11 y (PROVIDE FULL BEARING;Jts:2,4,31 4E(J. PRO , JOB NAME : 5019-D POLYGON - SJ4 Scale: 0.6203 << l°II"4 un woy WARNINGS: GENERAL NOTES,unless otherwise noted: '1(ry��(l l Q 1.Builder and erection contractor should bs advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual -J G P E , . r Truss: SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed when 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: MJ la the res nalbNlry of the erector.Addmonal rmenenl breoln of 7 e,n.and at 10'o.c,respectively unless braced throughout their length� by lf'.dsa._ Po ps g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). els /� '(I.�. DATE: 11/26/2014 the overall slredure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yT OREGON EGON �! 4.No load should be applied to any component until after all bracing and 4.Installation of Truss la the responsibility of the respective contractor. + SEQ. : 612 6113 fasteners are complete and at no time should any loads prosier than H.Design assumes trusses are to be used In a noncorroshro environment ., ,Q y, 2 . .}� design loads be applied to any component, and are for"dry full b on"of use. Q. 14 1. TRANS I D: 413 216 H.CompuTrus has no control over and assumes no responsibility for the S.Design assumes NA bearing at ail supports shown.Shim or wedge if A. 1 „A.:- ft. fabrication.handling, necessary. Fj�.R'y� shipment and Installation of components. 7-Design assumes adequate drainage is provided. S.This design Is furnished subject to the Imitations set forth by S.Plates shag be located on both feces of Inas,and placed ao their center 11E1111 VIII VIII VIII Iilll VIII(III(III 7P WVECA In BCS(,capias of which will be furnished upon request. Digit coincide with joint ate Inr nches B.Digits oinc de size of plate In Inness. MRak USA,Inc lCompUTfus Software 7,8.6(1 L)-E 1 s.For basic connector plate design values see ESR-1311,ESR-19541(Mitek) EXPIRES:12/31/2015 11111111 11B �_..,-.__.... --,.... ..,..i,......� -..r,..✓..r , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq-1,00 TC; 2x4 KDDF 015BTR LOAD DURATION INCREASE - 1.15 1-2-(-4B) 41 1-3-(L) 0 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <- 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRES' BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. '(SPECIES) DL ON BOTTOM CHORD - 10.0 PSF 0'- 0,0" -13/ 98V -18/ 42H 5.50" 0.16 KGDF ( 625) TOTAL LOAD - 42.0 PST 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KGDF ( 625) 1'- 11,7" -39/ 51V 0/ OH 1,50" 0.08 KDDF ( 625) 1-11-11 LL - 25 PSF Ground Snow (Pg) 'LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psf) uplift at 24 "or, spacing.1 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 MAX TC PANEL LL DEFL - 0.003" @ 1'- 2.9" Allowed':r 0.131" 10.00 7 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL - 0.002" @ 1'- 2.9" Allowed'- 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.5" MAX HORIZ. TL DEFL - -0,000" @ 1'- 10.5' NOTE: Design assumes moisture coozent does not to exceed 196 at time of mant;facture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MRTRS(Dir), '' load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 1 0 0 N : 1 lip.---- �� M-3x9 l y 2-00 (PROVIDE FULL BEARING;Jts:1,3,21 • JOB NAME : 5019-D POLYGON - SJ5 ~gip PROF Scale: 0.7691 q,� �5�`�NAGIN nF`'si0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� II/G 5/l l .� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and to for an Individual '7PE 1, r" Truss: S J55 end Warnings before construction commences. building component.Applicabtity 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. Ailirt DES. BY: MJ 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced al Inc.' end at is'o.o.respectively throughouty Is the reapanslbity of the erector.Additional permanent bracing of P Ively unless braced their length b ` 49600110. DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuousxImpact sheathing such lateral b acingoerwhere s ownor drywag C. p b 4.2x boft us e required where shown++ ) O h F SEQ. : 612 6114 4.No load should be applied to any time should any alterdall bracing and 4.Installation of(our is theresponsibilitytbeuse i the respective contractor. p, ,,OREGON N fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: 413 216 design loads be applied to any component. and aro for"dry condition"of use. f 5.CompuTnrs has no cents l over end assumes no roaponsibility for the S.Design assumes fug bearing at ai supports shown.Shim or wedge U - 0 2.fabdcatbn,handling,shipment and InstaAaUon of wmponante. necessary. 1O e.This design Is furnished subject to the limitations net forth by7.Design assumes adequate H.Plates shall be located on both faces b provided. �A r�1 � so their center AMU VIII SII VIII VIII VIII(III(III MITUSA,rinc./Co puTrua Software 7.8.8(1 L)E lines request. 9.10.Digits b coincide droa a ize sof plae inlI chvelueaf see sESR-placed,and s1 (MITek) rnl r1 EXPIRES:12/31/2015 • Tnis aesign preparea trom computer ,input by IHIIIIIIIIUI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DD,F/Cq-1.00 TC: 2x4 KDDF )f1iBTR LOAD DURATION INCREASE - 1.15 1-2-(-90) 74 1-3-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <- 12"0C. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED:BAG AREA BC LATERAL SUPPORT <- 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD - 10.0 PSF 0'- 0.0" -27/ 129V -39/ 93H 5,50" 0.21 KDDF ( 625) TOTAL LOAD - 42.0 PSF 1'- 9.2" -32/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -72/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) IND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/18D MAX BC PANEL LL DEFL - 0.003" 0 1'- 0.1" Allowed - 0.054" 12BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL - 0.002" @ 1'- 0.1" Allowed t 0.072" 10,00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - -0.001" @ 3'- 10.0" -i MAX HORIZ. TL DEFL - -0.001" 0 3'- 10.9" NOTE: Design assumes moisture coctent does �' not to exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.9ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MW.FRS(Dir), load duration factor-1.6, o Truss designed for wind loads m in the plane of the truss only, 0 1 ro iI J I I� ,I' or 1►1 ►M2-011 M-3x4 ,1 /' 1' 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,21 • AI, JOB NAME : 5019-D POLYGON - S J 6 Scale: 0.6152 ��` 0/3J P"EFe s'o1/41 . WARNINGS: GENERAL NOTES,unless othery oa noted: Cr a ll'2..PE r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Truss: S J 6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.20 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at .. DES. BY: MJ 3.AddlUonal temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively uMea braced throughout their lengpth by /rare Is the responsibility of the ereder.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - -0 4z- DATE: 11/26/2014 the overall structure Is the reaponsbi8ly of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y` O��(aON� ^V 4.No Wad should be applied to any component unlit alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. !' SEQ. : 612 6115 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ore to be used dna non-corrosive environment, '9 . �Q TRANS I 413 216 design loads be applied to any component. and are for"dry condition"of use. Q 14. • a,CompuTrus has no control over and assumes no responsibility for the 8,Design auumes Id bearing al all supporta shown.Shim or wedge N p r �P fabrication,handling,shipment and InslallaUon of components. necessary. C'FiR tIV� 7.Design assumes adequate drainage b provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center CA In BC8I,copies of which will be n 11311111111111111111 VMITek USA,)roc./CompuTrus Software 7.6:8(1 L)of request. 10.For barrio connector plate design values see ESR-1311,ESR-1588(MRek) lines coincide with joint oenter lines. 5.DIgis Indicate sire of plate In Inches. EXP(RE5:12/3112015