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Plans (102) /3o09 six/ /65 mSVZ0l8- 0dZ$7 mimmilt M iTéiC MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: POLYGON 6065-A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K4531616 thru K4531659 My license renewal date for the state of Oregon is December 31,2019. gEPP OFF� QG � "Ss 89200PE r 4,OREGON\b, ��� /O -9k 14, 2°0.0- 4F1 RILV• Ile April 24,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSIITPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 10.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting 2x9 KDDF #16BTR SPACED 29.0" O.C. 9 g system and components and cladding criteria. 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 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD =• 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-11 5-11 T T T 12 12 I IM-4x4 12.00 7 3 'J 12.00 M 4IIIh , , O 0 0 M-3x4 M-3x4 y0-08y 11-10 y0-08 �S��5NG NEF'(V �, R 2 4� :9200PE 9f JOB NAME : POLYGON 6065—A — Al '�"I Scale: 0.3899 ;err .. WARNINGS: GENERAL NOTES, unless otherwise noted: C)57'," a^' 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 �G ,.7'.1 O R EGO N �� Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2d4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. �j (� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �O -7 y A 2. ,,,,./,..�� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'o.c.respectNely unless braced throughout their length by Y s DATE: 4/23/2018 the overall structure is the responsibility of building tlesi continuous sheathing ouch ea plywood sheathing(TC)enNor drywell(BC). 4r NV pons) ty o g gner. 3.2.e Impact bridging or lateral bracing required where shown++ `R I3'l SEQ.: K4 5 31616 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. e'1 l 1+ fasteners are complete and et no time should any loads greeter than 5.Design assumes onsses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be apGied to am component. and are for dry conditionmase. 5.CompuTrus has no control over and assumes noresponsibileyforth� 6.OBsceis�ssumestollbearing etall wppodsshown.Shirtorwedge g EXPIRES: 12-31=2019 fabrication,handling, ry edsmeecatmelitatiootfodhby 7.Pesesassumes adequate ondrainage iorusan April 24,2018 8.This design is famished subject to the limitations sal forth by 8.Plates shay be located on born faces of truss,and placed so their center TPIIW1CA In 6161,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate soc of plate in Inches. MITA USA,Ina./CompuTrus Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-1906(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1-3=(-992) 116 1-6=(-128) 268 3-7=(0) 251 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 6-7=(-114) 288 BC: 2x9 KDDF #15BTR - 3-4=(-510) 274 7-4=( -98) 286 WEBS: 2x9 KDDF STAND LOADING 4-5=( 0) 53 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 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" -990/ 469V -113/ 109H 105.50" 0.75 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 8'- 9.5" 0/ 206V 0/ OH 105.50" 0.33 KDDF ( 625) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 2.0" -199/ 598V 0/ OH 5.50" 0.96 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OVERHANGS: 0.0" 8.0" ICOHD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 20'- 10.0" Allowed = 0.067" M-1.5x4 or equal at non-structural MAX TL DEFL = -0.001" @ 20'- 10.0" Allowed = 0.089" vertical members (uon)n MAX TC PANEL LL DEFL = -0.057" @ 17'- 1.9" Allowed = 0.517" MAX TC PANEL TL DEFL = 0.072" @ 11'- 2.8" Allowed = 0.778" Unbalanced live loads have been SEASONED LUMBER IN DRY SERVICE CONDITIONS considered for this design. 20-10 0-08 f '1 f MAX HORIZ. LL DEFL = 0.003" @ 19'- 8.5" 10-09 4-01-05 5-11-11 MAX HORIZ. TL DEFL = 0.004" @ 19'- 8.5" f 12 Design conforms to m windforce-resisting Ak �` system and components land cladding criteria. =M-4x9+ N12.00 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. P 12NOTE: REFER TO COMPITTRUS STANDARD GABLE 12.00 11111 \174x6 END DETAIL FOR COMPLETE SPECIFICATIONS. rn o I 4e M w N r� MFI• 7 7 o M-3x6+ M-3x� M-3x6 M-3x4 0 �^ PR R O r� M-3x4+ rciyn U �C y 14-03 y 5-11 y r,\`\� ANG I N " t5'jO2 0-08 20-02 0-08 � . 89200PE 9r JOB NAME : POLYGON 6065-A - B1 Scale: 0.2960 Q Q^ WARNINGS: GENERAL NOTES, unless otherwise noted: 7L ,.q OREGON a) �� I Builder and erection contractor should be advised of all General Notes 1.This design is based ont upon the parameters shown and is for an individual �j Y^ Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper /O -7,/ • AO �� 2.104 contweb brawn must be installed where shown+. Incorporation of component is the responsibility of the building designer. L(. . pression g mu 2.Desi the topand bottom chords to be laterallybraced at a �}. 3.Additional temporary bracing to Insure stability during construction Design assumes Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by eR R{t `J continuous sheathing such as powood ing(TC)and/or dryvrall(BC). lr DATE: 4/24/2018 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ S E K4 5 31617 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is Me responsib@ty of the respective contractor. Q fasteners are complete and at no Bee should any loads greater than 5.Design assumes t oases are to used in a non-corrosive environment, EXPIRES: 12-31-2019 TRANS ID:• LINK design loads be applied to any component. and are for dry condition"of use. Design 8 5.CompuTrus has no control over and assumes no responsibility for the nnecessa assumes full bearing et all supports shown.Shim or wedge k ry. April 24,2018 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BM,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MTek USA,InsiCompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 53 2- 8=(-103) 672 3- 8=(-307) 288 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-919) 256 8- 6=(-103) 563 8- 4=(-250) 609 WEBS: 2x4 KDDF STAND 3- 4=(-710) 297 8- 5=(-307) 286 LOADING 4- 5=(-710) 297 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-919) 256 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 53 TOTAL LOAD = 42.0 PSF OVERHANGS: 8.0" 8.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -107/ 923V -252/ 252H 5.50" 1.48 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 20'- 2.0" -107/ 923V 0/ OH 5.50" 1.98 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 10-01 10-01 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f f f MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 5-02-02 4-10-14 4-10-14 5-02-02 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" ,r f 1' 1 ,' MAX LL DEFL = -0.019" @ 10'- 1.0" Allowed = 0.963" MAX TL DEFL = -0.032" @ 10'- 1.0" Allowed = 1.283" 12 12 MAX LL DEFL = -0.000" @ 20'- 10.0" Allowed = 0.067" M-4x6 12.00 V 'N12.00 MAX TL DEFL = -0.001" @ 20'- 10.0" Allowed = 0.089" 4.0" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9 MAX HORIZ. LL DEFL = 0.010" @ 19'- 8.5" A MAX HORIZ. TL DEFL = 0.015" @ 19'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-1.5x3 M-1.5x3 in the plane of the truss only. illi11010 .4.\\ il f"1 pppon SII o - FSFI .le 8 '1 • o M-3x4 M-3x8 M-3x6(S) M-3x4 o 10-01 10-01 {� D 1 14-00 1 6-02 1 ' �2�U PROF6.ss 0 oa 20-02 _j__,.1, �r:5` iNG�NEF'4 X029 cc* 9200PE r JOB NAME : POLYGON 6065-A - B2 .. Scale: 0.2366 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -7, 47 OREGON �o Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Instated where shown 0. incorporation of component Is the responsibility of the buildingtlesigner. 4� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Q 20\ 1 w Is the responsibility of the erector.Additional permanent bracing of 2 u.c.and at 10•o.c.respectively unless braced throughout their length by L}t � continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 4/23/2018 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown 4. �b[] �� SEQ.:. K4 5 31618 a.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /�11 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non<arroslve environment, TRANS ID• LINK design loads be applied to any component. and are for dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their comer April 24,2018 TPbV4TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate sue of plate in Inches. MTek USA,Inc/CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-02-00 GIRDER SUPPORTING 35-10-12 FROM 5-00-00 TO 20-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9138) 2000 1- 8=(-1326) 6060 8- 2=( -560) 2664 11- 6=(-1278) 358 BC: 2x8 KDDF #1&BTR 2- 3=(-7238) 1666 8- 9=(-1320) 6028 2- 9=(-1556) 410 6-12=( -480) 2262 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-5586) 1358 9-10=(-1060) 4978 9- 3=( -786) 3346 2x6 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5586) 1358 10-11=( -984) 4882 3-10=(-2616) 696 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 2.0" V 5- 6=(-7094) 1626 11-12=(-1222) 5764 10- 4=(-1858) 7606 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 5'- 0.0" V 6- 7=(-8734) 1908 12- 7=(-1228) 5790 10- 5=(-2386) 632 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 423.7)+DL( 308.1)= 731.8 PLF 5'- 0.0" TO 20'- 0.0" V 5-11=( -700) 3036 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADM: BC CONC LL+DL= 363.0 LBS @ 2'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 2481.0 LBS @ 4'- 0.0" 0'- 0.0" -1572/ 7224V -234/ 234N 5.50" 11.56 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 20'- 2.0" -1753/ 8017V 0/ OH 5.50" 12.83 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 6" oc in 2 row(s) throughout 2x8 bottom chords, COND. 2: Design checked for net(-5 9" oc in 1 row(s) throughout 2x4 webs, BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP I g (- psf) uplift at 24 "or spacing. 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.075" @ 13'- 4.7" Allowed = 0.963" MAX TL DEFL = -0.144" @ 6'- 9.3" Allowed = 1.283" SEASONED LUMBER IN DRY SERVICE CONDITIONS 10-01 10-01 f - ' MAX HORIZ. LL DEFL = 0.016" @ 19'- 8.5" 3-10-15 3-01-15 3-00-03 3-00-03 3-01-15 3-10-15 MAX HORIZ. TL DEFL = 0.033" @ 19'- 8.5" T T T T T T T 12 12 Design conforms to main windforce-resisting M-5X6 system and components and cladding criteria. 12.00 V N12.00 5.0" Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 load duration factor=l.6, r Truss designed for wind loads in the plane of the truss only. M-3x6 M-3x6 11111 III M-3x6 M-3x6 1,41 . M-5x16 M-5x16 m Aft N r >< 1,4111 IlLk`�igm ®ii mw d ON 1 8 9 10 11 12 -7 0 • iiM-3x12 M-7x8 .7.-.M-10x10 M-7x8 M-3x12 1 • M-7x8(5) • y 1383# yt2481# ,, ,, ,, ; y ',.. 3-09-03 3-00-03 3-03-11 3-03-11 3-00-03 3-09-03 �oi. R PROF . y 12-00 l 8-02 C�� GINE�c, `r/0 2 20-02 �� 89200PE wt" JOB NAME : POLYGON 6065-A - B3 Scale: 0.2033 ,.„ WARNINGS: GENERAL NOTES, unless otherwise noted: O Q' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Indkldual yL A.OREGON �"V Truss: B3 and Wambngs before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Instated Where shown 4. incorporation of component is the responsibility of the building designer. ui ( 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �O +Y 1 A ZV �"k" Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "F f continuous sheathing such as plywooding(TC)and/or drywall(BC). r DATE: 4/23/2018 the overall structure is the responsibitty of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown•• `R �� SEQ.: K4531619 4.No load should be applied to any component until after at bracing and 5.4.Installation of tru,rysshe are to sibilllitydnthe nrespective scortoe cnttracfo. fasteners are complete and at no time should any loads greater manDesign assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 8 5.CompuTmahas noceMrolover and assumes noresponsibility the .Design assumes full beadngatatsupports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. a assumesf� T.Pnecessary. ates adequate drainage Is rusisea. April 24,2018 6.This design Is furnished subject to the limitations sat forth by e.Plates shell be boated on both races of truss,and placed so their center I-. TPIM/TCA In 6151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sb a of plate In Inches. MITek USA,Ino./CompuTnts Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 59-04-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-18=(-1818) 8928 18- 3=( -560) 3204 26-12=(-4020) 1294 2x6 KDDF #1&BTR T2, T3 2- 3=(-9824) 2054 18-19=(-1448) 6906 3-19=(-1362) 200 12-27=( -514) 2914 BC: 2x6 KDDF #1&BTR; LOADING 3- 4=(-6020) 1468 19-20=(-1284) 5536 19- 4=( -54) 898 14-27=(-1230) 530 2x4 KDDF #1&BTR Si, E2 LL = 25 PSF Ground Snow (Pg) 4- 5=(-4698) 1342 20-22=(-1116) 4230 4-20=(-1448) 194 27-15=(-1524) 238 WEBS: 2x4 KDDF STAND; TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 4.8" V 5- 6=(-3822) 1334 21-23=( -70) 186 20- 5=( -6) 926 15-28=( 0) 874 2x6 KDDF #2 A TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 14'- 4.8" TO 44'- 11.2" V 6- 7=( 0) 0 23-24=( -688) 1120 5-22=(-1000) 198 TO UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 44'- 11.2" TO 59'- 4.0" V 6- 8=(-3484) 1252 24-25=( -688) 1120 21-22=( 0) 124 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+13L( 40.0)= 40.0 PLF 0'- 0.0" TO 59'- 4.0" V 8- 9=(-2724) 1190 25-26=(-1716) 260 22- 6=( -26) 458 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=( -74) 1574 26-27=(-2590) 636 22- 8=( -72) 988 TO CONC LL( 600.0)+DL( 168.0)= 768.1 LBS @ 14'- 4.8" 10-11=(-1318) 5268 27-28=( -118) 764 22-23=(-1038) 2634 TC CONC LL( 600.0)+DL( 168.0)= 768.1 LBS @ 44'- 11.2" 11-12=(-1318) 5268 28-16=( -110) 776 8-23=(-1616) 654 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 496.0 LBS @ 6'- 0.0" 12-14=( -220) 648 23- 9=( -576) 2264 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 496.0 LBS @ 53'- 4.0" 13-14=) 0) 0 24- 9=( 0) 356 14-15=( -276) 786 9-25=(-3696) 1148 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 15-16=( -926) 184 25-10=( -664) 2720 OVERHANGS: 19.3" 19.3" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 16-17=( 0) 70 10-26=(-4952) 1726 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26-11=( -710) 470 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -554/ 2550V -131/ 131H 5.50" 4.08 KDDF ( 625) nails staggered: 35'- 11.5" -2453/ 7596V 0/ OH 3.50" 10.98 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 59'- 4.0" -50/ 924V 0/ OH 5.50" 1.48 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 1 row(s) throughout 2x4 bottom chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 1 row(s) throughout 2x4 webs. PROVIDE FULL BEARING;Jts:2,26,16 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. Caution: Note bearing area requirements. A 14-04-08 30-07 14-04-08 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 .( f MAX LL DEFL = 0.005" @ -1'- 7.3" Allowed = 0.160" 3-02-12 3-09-121-10-04 6-00-01 4-11-06 0-09-05 7-04-04 MAX TL DEFL = 0.004" @ -1'- 7.3" Allowed = 0.214" �( �( �( / { ` / MAX LL DEFL = -0.177" @ 14'- 1.8" Allowed = 1.768" 2-11�/ 3A-07-12 0-0905 6-00-01 �5-08-09 4/-00-08 6-02-15 I MAX TL DEFL = -0.321" @ 14'- 1.8" Allowed = 2.357" 1 I f '''f f f f f I 'f' ' MAX LL DEFL = -0.031" @ 45'- 2.2" Allowed = 1.139" 14-101-13 19_01_13 MAX TL DEFL = -0.050" @ 45'- 2.2" Allowed = 1.518" MAX LL DEFL = 0.005" @ 60'- 11.2" Allowed = 0.160" 1' *768.108 4766.104 ' MAX TL DEFL = 0.004" @ 60'- 11.2" Allowed = 0.214" 12 M-7x6(S) 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5.00 Q 5.00 MAX HORIZ. LL DEFL = 0.073" @ 35'- 11.5" M-4x667 M-3x4 M-4x8 0.25" D M-i. x3 M-3x62 1 M-4x6 MAX HORIZ. TL DEFL = 0.138" @ 35'- 11.5" M-3x4 27 T3 4 M-3x4 M-3x6 5 5 Design conforms to ma windforce-resisting M-3x83 64`�/ rn system and componentsandcladding criteria. o -�____�.___ `_AI\ o Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N �'"1, 19 20r b " - '...... ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o 2 0 1 3 �, 26r ; 280 load duration factor=1.6, M-5x8 1 M-�.sx3 M-R8 M-12.45x3 0.2 0.2 M-1.5x3 M-3x4 o M-3x12 M-3x9 0 o Truss designed for wind loads M-5x8 in the plane of the truss only. d 3.75 M-3x6 22 M-7x6(S)M-5x6 M-7x8(S) 12 ,, 1496# y l l l l l 1 y 1jy496# ``,�u 0 -6. " 2-05-00 07-1 0-09.-02 6-00-01 6-02-15 ),-). % l ,I,5-10-05 k l l l y ,, ` s 1-07_p4 )04-12 3-09-045-01-02 5-06-09 9-11-01 7-02-08 l l �tJGIN FSR �p2 2-.05-08 10-08 y 46-02-08 1-07-04 ✓,� n p C V� 13-01-09 0-00-01 46-02-07 1. ...�,9/G��("L 1-07-04 59-04 1-07-04 JOB NAME : POLYGON 6065-A - Cl Scale: 0.0905 O� Q WARNINGS: GENERAL NOTES, unless otherwise noted: 7, ,,OREGON t �4/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is bran individual L e �j Truss: Cl and Warnings before construction commences. bulldog component.Applicability of design parameters and proper /O 9y 14 2Q -� 2.2x4 compression web bracing must be intoned where shown a, incorporation of component is the responsibility of me building designer. a All 3.Additional temporary bracing to Insure stability during construction 2.2asign assumes the top and bottom unlessbchordto be laterally braced at M �+ _ is the responsibility of the erector.Atltlitiond permanent bracing of 7 o.c.and at IC(o.c.respectively braced throughout their length by II�D RIO_ ��JJ DATE: 4/24/2018 the overall structure is the responsibility of the buildingdesigner. 2 Impacts sheathinga,such as pcwg requod ired whreshown)and/or arywell(BC). I� ponsi ty s 3.2x bridging or lateral bracing required where shown•i S E K4 5 3162 0 4.Na toed should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. Q fasteners are complete and at no time should any bads greater than 5.Designaaaameetreaeeeareto usedinanan<aneaweentrenment, EXPIRES: 12-31-2019 assign loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK8.Design assumes full bearing at all supports shown.Shim or wedge if p 5.CompuTrus has no control over and assumes no responsibility for the necessary. April 24,20.lICJ fabricetion,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TP WOICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e.Diggs Indicate alta of plate In Inches. MiTek USA,Inc/CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Oarrek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-18=(-1812) 4157 18- 3=( -593) 1499 26-13=(-1699) 1097 2x6 KDDF #1&BTR T3, T9 SPACED 24.0" O.C. 2- 3=(-4591) 2117 18-19=(-1929) 3214 3-19=( -794) 384 13-27=( -460) 1270 BC: 2x6 KDDF #16BTR; 3- 4=(-2652) 1329 19-20=(-1052) 2428 19- 9=( -29) 240 14-27=( -435) 275 2x9 KDDF #1&BTR 131, B2 LOADING 4- 5=(-2120) 1171 20-22=( -820) 1889 9-20=( -598) 264 27-15=( -790) 395 WEBS: 2x9 RODE STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.D PSF 5- 6=(-1636) 1052 21-23=( -39) 78 20- 5=( -90) 395 15-28=( 0) 262 2x6 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1454) 998 23-29=( -95) 545 5-22=( -582) 253 TOTAL LOAD = 42.0 POE 6- 8=( 0) 0 24-25=( -95) 545 21-22=( 0) 83 TC LATERAL SUPPORT <= 12"OC. UON. 7- 9=(-1176) 892 25-26=( -744) 565 22- 6=( -114) 336 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -224) 680 26-27=(-1243) 686 22- 7=( -127) 389 10-11=( -957) 2375 27-28=( -169) 456 22-23=( -519) 1135 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13=( -957) 2375 28-16=( -167) 460 7-23=( -631) 573 NOTE: 2x9 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-14=( 0) 0 23- 9=( -632) 909 ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14-) -71) 458 29- 9=( 0) 235 14-15-) -103) 539 9-25=(-1647) 851 15-16=( -579) 251 25-10=( -523) 1224 OVERHANGS: 19.3" 19.3" 16-17=( 0) 70 10-26=(-2274) 1057 26-11=( -373) 202 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 14-1.504 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -221/ 1398V -131/ 1310 5.50" 2.16 KDDF ( 625) 35'- 11.5" -498/ 3433V 0/ OH 3.50" 4.96 KDDF ( 625) 59'- 4.0" -112/ 620V 0/ OH 5.50" 0.99 RODE ( 625) 'PROVIDE FULL BEARING;Jts:2,26,16 OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed = 0.160" 19-02-02 20-11-13 19-02-02 MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = 0.210" @ 14'- 1.8" Allowed = 1.768" 3-02-12 3,/-09-12 0-11-06 6-00-01 4-02-06 5-01-04 7-04-04 MAX TL DEFL = -0.290" @ 9'- 6.0" Allowed = 2.357" 2-11f ,( 07-12 -07-09,f-f5-00-12,f •�5-08-09 •f 0-0,510 '1 6-02-15 'f f MAX LL DEFL = 0.036" @ 45'- 2.2" Allowed = 1.139" / 3- 2. f5f MAX TL DEFL = -0.035" @ 52'- 1.5" Allowed = 1.518" 4 I '1' 1' '1' 1 1' 4' 4' T II 1' '' MAX LL DEFL = 0.019" @ 60'- 11.2" Allowed = 0.160" 14-01-13 14-01-13 MAX TL DEFL = 0.018" @ 60'- 11.2" Allowed = 0.214" f ,r 4' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12M-7x6(S) 12 MAX HORIZ. LL DEFL = -0.085" @ 35'- 11.5" 5.00 �M-$X6(S) M-3`9` x6 -'7.75.00 MAX HORIZ. TL DEFL = 0.127" @ 35'- 11.5" M-4x6 M-4x8 0.25" M-1.5x3 M-4x6 M-5x6(S) 7 9 0 11 3 0.25" TS Design conforms to ma windforce-resisting M-3x9 5.....„---4/„\\N/ 0.25" system and componentsandcladding criteria. r1 M-3X83 `�` ..,,,. r1 Wind: 14AllmHe h=15ft, TCDLEnclosed, Cat.2, Ex, ASCE 7-10, p M-3x$ i load duration factorsldb Cat.2, Exp.B, MWFRS(Di r), ,n `- 18 19 20, .� 72E) Truss designed for wind loads 2 M-5x8 M-3x40 21 23 24 25 26 127 28 p 9 I M-3x4 o M-1.5x3 M-4x8 M-1.5x3 0.25" 0.25" M-1.5x3 M-3x4 0l in the plane of the truss only. M-5x8 d 3.75 22 M-7x6(Sr-3x12 M-7x8(S) 12 J' 9, y y )' y y y y y y dao PR5 ..., 2-05-08 07-1 0-03-02 5-10-05 6-00-01 6-02-15 �' � � % l 1 1 l l y 1 1-07-,09 3;04-12 3-09-045-01-02 5-08-09 9-11-01 7-02-08 y y 0AGIN FER /o2 2-Y05-08 10-08 46-02-08 1- 7-04 J,y✓ X 13-01-09 0-00-01 46-02-07 :9 200 P E 9r" J. J. l l 1-07-04 59-04 1-07-04 JOB NAME : POLYGON 6065-A - C2 . ;,. Scale: 0.0900 O CC WARNINGS: GENERAL NOTES, unless otherwise noted: '94, ,, OREGON �to 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ` " {� 1 Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 0 •Ty Av 2.204 compression web bracing must be installed where shown e. incorporation of component Is the responsibility of the building designer. O 14, - vio(t at 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally bated en ��J C is the responsibility of the erector.Additional permanent bracing of T o.c.end at eeo o.c.respectively unless braced throughout their length by "I -R r i�� DATE: 4/24/2018 the overall structure Is the responsibility of the buildingdesi continuoussheathingssehlbas alywg requid red where sheen) ortlrywall(BC). 7� 1 p tY goer. 3.2x Impact bridging or lateral bracing requiretl where shown++ SEQ.: 545 31621 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the nblily othe respective co fasteners am complete and at no time should any loads greater than 5.Design assumes are te be used inanon-corrosive environment,resposiof EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. enders o dry conditionor"se. 5.CompuTrus has no control over and assumes no responsibility for the 8.neeces mines full bearing at all supports shown.Shim or wedge if April 24,2 018 fabrication,handling,shipment and Installation of components. sary. 7.Designlaesassumes adequate tondrainage is truss,d. and This design is furnished subject to the IimBetmns set forth by 8.Plates shall be located on both faces of truss, placed so their center TPIANICA in SCSI.copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate sire of plate In Inches. MiTek USA,IncJCotnpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-17=(-1418) 4090 17- 3=( -446) 1477 12-25=(-176) 703 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=1-4333) 1622 17-18=(-1127) 3158 3-18=(-1053) 491 25-13=(-640) 336 BC: 2x4 KDDF #1&BTR 3- 4=(-2165) 853 18-19=( -641) 2106 18- 4=( 0) 344 13-26=(-177) 591 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-1438) 658 20-21=( -14) 53 4-19=( -808) 340 26-14=(-388) 311 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1431) 750 21-22=( -108) 815 5-19=( -294) 226 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -318) 375 22-23=( -607) 482 20-19=( 0) 76 TC LATERAL SUPPORT 6= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 23-24=( -607) 482 19-21=( -93) 769 BC LATERAL SUPPORT 6= 12"OC. UON. 7- 9=( -245) 407 24-25=(-1206) 674 19- 6=( -405) 1007 LL = 25 PSF Ground Snow (Pg) 9-11=( -400) 1812 25-26=( -783) 425 21- 6=( 0) 155 10-11=( 0) 0 26-15=( -337) 239 6-22=( -926) 495 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -503) 2017 22- 7=( -226) 130 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2015. 12-13=( -285) 1282 22- 9=( -573) 1358 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 13-14=( -230) 637 23- 9=( 0) 346 14-15=( -300) 460 9-24=(-2216) 854 OVERHANGS: 19.3" 19.3" 15-16=( 0) 70 11-24=(-1021) 451 24-12=(-1031) 545 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x9 where shown; Jts:9,12,15,16,21,26 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -166/ 1261V -217/ 217H 5.50" 2.02 KDDF ( 625) 36'- 3.4" -442/ 3723V 0/ OH 3.50" 5.38 KDDF ( 625) 59'- 4.0" -96/ 434V 0/ OH 5.50" 0.69 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,24,15 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed = 0.160" MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed = 0.214" 23-11-11 11-04-10 23-11-11 MAX LL DEFL = -0.183" @ 7'- 9.5" Allowed = 1.768" MAX TL DEFL = -0.295" @ 7'- 9.5" Allowed = 2.357" 5-00-04 4-10-11 0-09-05f5-08-05 5-11 5-07-08 j' MAX LL DEFL = -0.017" @ 51'- 3.9" Allowed = 1.139" ( MAX TL DEFL = -0.020" @ 51'- 3.9" Allowed = 1.518" 2-1i' 5-04 ' 15-00-0715(5-08-05 ' T 0-0'9105 5-07-08 '' ''6-00-08 MAX LL DEFL = 0.019" @ 60'- 11.2" Allowed = 0.160" MAX TL DEFL = 0.018" @ 60'- 11.2" Allowed = 0.214" f 1' 1 1 1 ' 1' '1 1' 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 23-09 23-09 .r '1 1 f MAX HORIZ. LL DEFL = 0.082" @ 36'- 3.4" 12 M-4x6 . M-4x8 to M-4x6 12 MAX HORIZ. TL DEFL = 0.128" @ 36'- 3.4" 7 5.00 I "M-5x 6(S) 4 5.00 M-3x86 M-5x6(S) 2 Design conforms to main windforce-resisting 0.25" system and components and cladding criteria. AV*-1.5x3 .25" Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '11ALT3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 A\ 141z load duration factor=l.6, co M-3X6 e o Truss designed for wind loads co M-3x8 m in the plane of the truss only. o 2 M-5x8 16 0 9 0 21 2 �4 �, 26 1 �o I M- x8 M- x8 02.325" 0.2 1 o )'--y M-1.5x3 0 1-07-04 43.75 M-5x6(S) M-4x8 M-5x6(S) �sw) PRores,, l 1, b 1' 1' 1. ./ 1 1 l b \� ANG N EFR �O 2-05-06-02-04 5-07-06 4-08-15 5-00-07 6-07-06 6-07-06 7-05-06 7-07-02 8-00-02 �� 2 05-08 10-08 y 46-02-08 1-07 04 �' 89200PE 9'! 1-07-04 59-04 1-07-04 " � ^fi' �. JOB NAME : POLYGON 6065-A - C3 Scale: 0.0908 © Q^ WARNINGS: GENERAL NOTES, unlessotherwlsenoted: "p7 40,OREGON to 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 �j ��\ �� Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper /.0 '<fr pression webg must incorporation of component is the responsibility of the building designer. 2.2x4 com brawn be installed where shown+. Inco 4.a 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -�R I DATE: 4/24/2016 the overall structure is the res onsibi6 of building designer. 20 impact sheathing ltebaspcngotlshee vitheTshown rdrywall(BC). fl l.. P IY o g g 3.�Impact bridging or lateral bracing required where shown a v SEQ.: K4 5 316 2 2 4.No load should be applied to any component until after all bracing and 4.Installation of contractor. truss is the responsibility of the respective co fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are m be used m a nor.oncaNe envirenment, EXPIRES: 12-31-2019 TRANS ID• LINK design loads be applied to any component. and are for"dry condition"oruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.D�ceB ?Ysumesfullbearingatallsupportsshown.ShlmorwedgeH April 24,2018 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNMCA in 0151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digs.indicate size of plate in inches. MTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16810; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-17=(-1538) 4086 17- 3=( -987) 1476 12-25=(-181) 703 2x6 KDDF #16BTR T3 SPACED 24.0" O.C. 2- 3=(-9327) 1798 17-18=(-1220) 3155 3-18=(-1053) 496 25-13=(-691) 343 BC: 2x9 KDDF #1&BTR 3- 4=(-2160) 993 18'-19=( -746) 2103 18- 9=( 0) 344 13-26=(-180) 592 WEBS: 2x9 RODE STAND; LOADING 4- 5=(-1933) 801 20-21=( -18) 52 9-19=( -807) 348 26-19=(-390) 319 2x9 ROOF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1427) 902 21-22=( -185) 812 5-19=( -294) 234 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -302) 512 22-23=( -625) 394 20-19=( 0) 76 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 23-24=( -625) 349 19-21=( -167) 767 TC LATERAL SUPPORT <= 12"OC. UON. 7- 9=( -239) 513 29-25=(-1240) 775 19- 6=( -939) 1006 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-11=( -527) 1836 25-26=( -817) 523 21- 6=( 0) 157 10-11=( 0) 0 26-15=( -369) 243 6-22=( -926) 917 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -642) 2093 22- 7=( -231) 146 NOTE: 2x9 BRACING AT 29"OC UON. FOR LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 12-13=( -418) 1320 22- 9=( -515) 1381 ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. 13-14=( -235) 674 23- 9=( 0) 349 14-15=( -304) 997 9-24=(-2250) 1279 15-16=( 0) 70 11-24=(-1029) 569 OVERHANGS: 19.3" 19.3" 24-12=(-1032) 985 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -205/ 1255V -218/ 218H 5.50" 2.01 KDDF ( 625) vertical members (uon). 36'- 3.4" -597/ 3739V 0/ OH 3.50" 5.40 KDDF ( 625) 59'- 9.0" -105/ 924V 0/ OH 5.50" 0.68 KDDF ( 625) 14-304 where shown; Jts:4,12,15,18,21,26 (PROVIDE FULL BEARING;Jts:2,24,15 I ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 o-a-OL-0H11 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed= 0.160" MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed= 0.219" f-'f-f MAX LL DEFL = 0.189" @ 7'- 9.5" Allowed = 1.768" 28-09-05 1-09-07 28-09-05 MAX TL DEFL = -0.293" @ 7'- 9.5" Allowed = 2.357" �2-11 5-00-04 5-04 4-10-11 5-00-07 5-06-14 �5-06-14 5-11 5-07-08 5-07-08 6-00-06 MAX LL DEFL = 0.018" @ 51'- 3.9" Allowed = 1.139" MAX TL DEFL = -0.020" @ 51'- 3.9" Allowed = 1.518" f 1 1' 'f 1 'f 'f 'f 1 'f 1 1' 'f MAX LL DEFL = 0.019" @ 60'- 11.2" Allowed- 0.160" 23-09 23-09 MAX TL DEFL = 0.018" @ 60'- 11.2" Allowed= 0.219" f 'i ,f I SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 M=9ri� 12 MAX HORIZ. LL DEFL = 0.082" @ 36'- 3.4" 5.00 7 M-4x6 4-9x6 J 5.00 MAX HORIZ. TL DEFL = 0.127" @ 36'- 3.4" 7 9 M-5x6(S) M-3x8 M-5x6(5) 6 2 Design conforms to main windforce-resisting 0.25".. system and components and cladding criteria. + 0.25" 3 Wind: 140 mph, h=16.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, +' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 * + `.`M-1.5X3 load duration factor=1.6, M-3X6 0 -t-- -/4 o Truss designed for wind loads m M-3x8 n in the plane of the truss only. o . „ j- o 2 M-5x8 18 9 0 21 2 23 14 , 26 1 0 f I M- x8 M-�x6 0.25" 0.2 1 oM-1.5x3 <2, ED PROFr 1-07-04 M-5x6(5) M-4x8 M-5x6(S) <� Fss d 3.75 y2 b b 1 l * y l , 1 l �NG�N �4 2-05-05-02-04 5-07-08 y4-08-15 5-00-07 6-07-06 6-07-06 7-05-06 7-07-02 8-00-02 b l ry 29 02-05-08 10-08 46-02-08 1-07-)04 �' 89200PE r 1-07-09 59-09 1-07-09 � JOB NAME : POLYGON 6065-A - C4 - Scale: 0.0908 Q CC WARNINGS: GENERAL NOTES, unless otherwise noted. ' ' , OREGON �t t.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: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper �O 7 y A �57 �� incorporation or component is the responsibility or me bu,lstng designer. '' 2.2x4 compression web bracing must be Installed where shown v. Ince f 3.Addnlonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at Is the responsibility of the erector.additional permanent bracing of continuous sheathing such as plywood C)and/or 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - g R I l sheet drywall(BC). {.• DATE: 4/24/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wherewhere shown.. SEQ.: K4 5 31 62 3 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. 5.Design assumestNaees are to used in a non-corrosive environment, fasteners are complete and at no Erne should any loads greater than EXPIRES: 12-31-2019 design loads be applied to any component and are for'dry condition^of use. TRANS I D: LINK 5.CompuT ua has no control over and assumes no responsibility for the 6.Design assumes NII bearing at an supports shown.Shim or wedge if fabdcagen,handling,shipment and installation of components. necessaryApril II 24,2� $ 7.Designassumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations sat forth by 8.Plateslatesshall be located on both faces of truss,and placed so their center TPWVTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,IncJCompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1966(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-14=(-1976) 9372 14- 3=( -466) 1575 20- 9=( -732) 2117 BC: 2x9 KDDF #18BTR SPACED 29.0" O.C. 2- 3=1-9600) 1623 19-15=(-1172) 3379 3-15=(-1103) 520 9-21=(-2623) 1102 WEBS: 2x9 KDDF STAND; 3- 4=(-2328) 855 15-16=( -657) 2277 15- 9=( 0) 396 21-10=( -896) 950 2x6 KDDF #2 A; LOADING 4- 5=(-1579) 667 17-18=( -15) 62 4-16=( -809) 339 10-22=( -259) 788 2x9 DF STAND B LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1581) 775 18-19=( -91) 919 5-16=( -322) 265 22-11=( -685) 410 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -358) 356 19-20=( -78) 356 17-16=( 0) 82 11-23=( -271) 592 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PIP 7- 8=( -71) 439 20-21=(-1451) 834 16-18=( -82) 863 23-12=( -361) 383 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -76) 450 21-22=(-1074) 636 16- 6=( -467) 1070 LL = 25 PSF Ground Snow (Pg) 9-10=( -423) 1701 22-23=( -554) 307 18- 6=( 0) 188 OVERHANGS: 19.3" 0.0" 10-11=( -217) 1026 23-13=( -236) 327 6-19=( -950) 418 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -330) 375 19- 7=( -279) 986 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 12-13=( -398) 292 7-20=(-1264) 644 M-389 where shown; Jts:9,7,10,13,15,18-19,23 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 6=( -596) 176 '• For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -168/ 1315V -265/ 272H 5.50" 2.10 KDDF ( 625) 36'- 1.3" -417/ 3590V 0/ OH 3.50" 5.12 WOOF ( 625) 59'- 1.0" -59/ 383V 0/ OH 5.50" 0.61 WOOF ( 625) (PROVIDE FULL BEARING;Jts:2,21,13 kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed= 0.160" MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed= 0.214" MAX LL DEFL = -0.205" @ 13'- 2.6" Allowed= 1.768" MAX TL DEFL = -0.329" @ 13'- 2.6" Allowed = 2.357" MAX LL DEFL = -0.018" @ 51'- 3.2" Allowed = 1.126" 29-08 29-05 MAX TL DEFL = -0.026" @ 51'- 3.2" Allowed = 1.501" SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-00-04 5-04-07 5-04-07 4-09-07 5-10-03 MAX HORIZ. LL DEFL = 0.089" @ 36'- 1.3" 2-11 5-04 -07-15 6-01-12 �6-07-066-00-03` MAX HORIZ. TL DEFL = 0.138" @ 36'- 1.3" A I f I f f 'I f f f f I 12 12 5.50 D IIM-4x4 d 5.00 Design conforms to main windforce-resisting system and components and cladding criteria. 9.0" 8 -Ff Wind: 140 mph, h=16.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 0j M-6x6 load duration factor=l.6, M-5x6(5) M-9X8 / 0 M-5x6(S) inuss thedplaneeoffor thewtrussoads only. 0.25" / *A . 0.25" M-3x6 ' `M.1.Sx3 o M-3x8 3 2 0 1,...,/14 s_ 31 o 15 0 fj., 18 19 20 21 2 23 '23 p 1 -5x8 I M- x8 0.25" 0.25" 1 J,-,1' O M-1.5x3 O 1-07-09 M-7x10(S) M-5x6(S) d 3.75 =M-4x4 1, l , 1 1 1 1 b 1 3. •<�`"D P R pFFss 2-05-y8 07-08 9-06-0), 6=05-09 7-07-13 Gj w`GIN E / -37 J' 5-02-04 5-02-11 5-o7-15y y7-o6-01 y y 7-09-14 �� �i �� O1, 2-05-08 10-08 45-11-08 y �920GPE 1-07-04 59-01 -' JOB NAME : POLYGON 6065-A - C5 .. Scale: 0.0703 ©� f1-. WARNINGS: GENERAL NOTES, unless otherwise noted' !I ,,OREGON t t `,/i 1.Builder and erection contractor should be advised of all General Notes 1.This design 6 based only upon the parameters shown and Is for an Individual A, Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 nC) �� 2.2a4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of me building designer. O 14•, 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ///��� (1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 117 o.c,respectively unless braced throughout their length by "1' R R`�1 �•! DATE: 4/24/2018 the overall structure is me responsibility of the building designer. Scontinuous Ipabridging such as avrequired a where a shown and/or drywell(BC). 1 1 l� 3.In Impact bodging or lateral bracing required where shown++ SEQ.: K4 5 3162 4 4.No load should be applied to any component until after all bracing and 4.Installation of respective contractor. of the truss is the responsibility fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are labeused Inc non-corrosive environment, EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied to any component. and aremrdrynonmfton oraae. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes tun bearing at all supports shown.Shim or wedge if April 24,2 018 fabrication,handling,shipment and installation of components. snary. 7.Design assumes adequate othifage io truss, an 8.This design is furnished subject to the limftationa set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIMTCA In 0151,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Dells indicate sae of plate in inches. MiTek USA,Inc/CorepuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(Moak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-11=(-1791) 4871 2- 3=(-5383) 2025 15- 8=( -854) 401 2x4 KDDF #16BTR Tl, T6 SPACED 24.0" O.C. 2- 3=(-5383) 2025 11-12=(-1796) 4864 11- 3=( 0) 301 8-16=( -47) 398 BC: 2x4 KDDF #16BTR 3- 4=(-4760) 1905 12-13=(-1532) 4405 3-12=( -524) 2B4 16- 9=( -40B) 354 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-4044) 1739 13-14=(-1238) 3701 12- 4=( -21) 425 9-17=( 0) 295 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3224) 1536 14-15=(-1211) 3620 4-13=( -894) 396 9-10=(-5241) 2118 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3223) 1554 15-16=(-1507) 4274 13- 5=( -160) 832 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-4025) 1761 16-17=(-1836) 4662 5-14=(-1291) 638 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-4724) 1942 17-10=(-1832) 4669 14- 6=( -641) 2025 LL = 25 PSF Ground Snow (Pg) 9-10=(-5241) 2118 14- 7=(-1267) 627 OVERHANGS: 19.3" 0.0" 7-15=( -163) 807 BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -454/ 2669V -267/ 275H 5.50" 4.27 KDDF ( 625) 59'- 1.0" -384/ 2481V 0/ OH 5.50" 3.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed = 0.160" MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = 0.410" @ 21'- 10.4" Allowed = 2.908" MAX TL DEFL = -0.647" @ 21'- 10.4" Allowed = 3.878" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.194" @ 58'- 7.5" • MAX HORI2. TL DEFL = 0.320" @ 58'- 7.5" Design conforms to main windforce-resisting ISI system and components and cladding criteria. Wind: 140 mph, h=25.401, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 29-08 29-05 load duration factor=l.6, T ' 1' Truss designed for wind loads 6-08-08 7-11-05 7-06-01 7-06-01 7-06-01 7-06-01 7-07-13 6-09 in the plane of the truss only. T T T T T T T T f 12 12 5.00 M-4x8 d 5.00 4.0" 4.9" M-7x6(5) M-3x95 M-3x4 M-7x6(S) 0.25" 0.25" M-8x10(5) 4 M-8x10(5) ++ 0 �+ + + *+�M 0.25" 0.25 o M-1.5x3 /-`M3 -��(t0o {'� R/'� `O �2 11 22 13 92 15 . 0 17 `*i0 0 {� LJ P•`O -7x8 M-1.5x3 �•25" M-3x9 �•25" M-3x4 0.2� M-1.5x3 M-5x8 I '�aE `ss y y M18HS-7x8(S) y M-7 y(S) M18HS-7x8(s) y �\Co �NGINez. /p 6-10-04 7-06-01 7-06-01 7-09-09 7-09-09 7-06-01 7-06-01 6-07-04 !V .O 1-07-04 59_01 y 89200PE 9C JOB NAME : POLYGON 6065-A - C5X - ^ Scale: 0.1078 WARNINGS: GENERAL NOTES, unless otherwise noted: lJ 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parametere shown and is for an individual 17i4. OREGON �lV Truss: C5X and Wamings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown 5. Incorporation of component is the responsibility of the building designer. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I�/\ 'I}' 7 14,4 n v Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at esthin.respectively unless braced throughout their length by („J/111,6 a y v ^� continuousmpactrdgingiog such lateral b eOngod re sheuired here s and/own r5 tlrywall(BC). 1 s � �� SVh DATE: 9/2 3/2 018 the averell structure ie the responsibi6ly of me building designer. 3.20 impact bsheatg or bracing required where shown** `h- SEQ.: K4531625 4.No load shnvid he eppied to any oeepnnent until after all basing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any made greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for aonditmn'o use. 5.CompuTms has no centro)over end assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 necessary fabrication,handling, and installation of components. 7.Design assumes adequate drainage is provided. April 24,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNA1TCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,IncJCompuTnus Software 7.6.6(1 L)-E 10.For basic connector plate design values see 6512-1311,ESR-7986(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 10.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=7 -777) 326 7- 8=(-271) 426 7- 1=(-1999) 439 4-10=( -82) 626 BC: 2x4 KDDF#16BTR SPACED 29.0" O.C. 2- 3=7 -822) 344 8- 9=(-178) 1396 1- 8=7 -307) 1269 10- 5=(-337) 242 WEBS: 2x9 KDDF STAND; 3- 4=(-1856) 461 9-10=(-289) 2039 8- 2=( -57) 263 2x4 DF STAND A; LOADING 9- 5=(-2723) 572 10- 6=(-483) 2591 8- 3=(-1279) 352 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2943) 600 3- 9=( -86) 977 DL ON BOTTOM CHORD = 10.0 PSF 9- 4=( -735) 250 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -178/ 1594V -395/ 202H 5.50" 2.55 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 35'- 10.7" -181/ 1521V 0/ OH 5.50" 2.43 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.139" @ 21'- 1.9" Allowed = 1.799" MAX TL DEFL = -0.229" @ 21'- 1.9" Allowed = 2.332" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.094" @ 35'- 5.2" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.2" 6-05-12 29-05 f f f Design conforms to main windforce-resisting 6-05-12 7-03-12 7-03-12 7-03-12 7-05-12 system and components and cladding criteria. 1 1 1' 1' '1 ' Wind: 190 mph, h=16.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 p IIM-4x4 ''' 15.00 load duration factor=l.6, End vertical(s) are exposed to wind, 4.0" Truss designed for wind loads 2in the plane of the truss only. 1.0" M-3x9 1 M-3x4 f M-5x6(5) 0.25" 9 11 0 I 1111111116641111111111111 0 i M-1.5x3 M-4x6 7 T 8 9 10 * M-1.5x3 M-3x8 0.25" M-3x4 o ��� 1311 :\\\\\\ R FFs M-5x8(S) � b J. y L y 0< GINE ('/ y 6-05-12 9-10-03 35-10-12 9-08-07 9-10-07 y �,�\ 0� �R O�9 :92IOP, t" JOB NAME : POLYGON 6065-A - C6 / ' . Scale: 0.1747 ...... ..,. ✓ 'r ,. WARNINGS: GENERAL NOTES, unless otherwise noted: "� a`4. I.Bulkier and erection contractor should be advised of all General Notes 1.This design isbaaad only upon the parameters shown and is for an Individual y, A OREGON t. to Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper �(r� 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �j �0\ ��+\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O -7 1 Is the responsibiliy of the erector.Additional permanent bracing of 2'oc.and at 10'o.c.reapectivety unless braced throughout their length by 4a w DATE: 4/23/2018 the overall structure is the responsibility of building deet continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). [JYa p b o g goer. 3.2a Impact bridging or ere)breGng required where shown++ �(_']R10- SEQ.: K 4 5 3162 6 4.No load should be applied to any component until after al baling and 4.Installation of truss is the responsibisy of the respecrNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes cusses are to be used In a non-corrosive environment, TRANS I D• LINK design made be applied to any component. and are for dry condition.'g use. 5.CompuTrus has no control over and assumes no responsibilinecesty for the 6.Design as�umesNllbearingatallsupportsshown.ShimorwedgeH EXPIRES: 12-31-2Q19 fabrication,handlin �ry .I p g,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 24,201() e.This design Is furnished subject to the limitations set forth by 8.Plates shal be located on both faces of cuss,and placed so their center TPINOTCA in BCW,copies of which will be furnished upon request. lines coincide with joint center lines. 9.DlgRs indicate stoe of plate in inches. MTek USA,InoJCompoTrus SoftWare 7.6.8(1 L)-E tO.For basic connector plate design values see ESR-7317,ESR-1988(With) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 8.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-451) 259 5-6=(-416) 492 5-1=(-860) 395 3-7=(-292) 248 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-501) 276 6-7=(-239) 571 1-6=(-271) 678 7-4=(-217) 727 WEBS: 2x4 KDDF STAND; 3-4=(-641) 173 7-8=(-104) 128 6-2=(-121) 160 4-8=(-854) 314 2x4 KDDF #1&BTR A LOADING 6-3=(-378) 264 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -108/ 972V -372/ 290H 5.50" 1.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 21'- 8.2" -lOB/ 937V 0/ OH 2.50" 1.50 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.032" @ 14'- 4.4" Allowed = 1.401" MAX TC PANEL LL DEFL = 0.037" @ 3'- 4.3" Allowed = 0.426" 6-05-12 15-02-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-05-12 7-10 7-04-08 MAX HORIZ. LL DEFL = -0.006" @ 21'- 6.5" T '( . 'f MAX HORIZ. TL DEFL = 0.008" @ 21'- 6.5" 12 12 5.00 IM-9x4 "" ::15.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 2 .f-4' 11411114% Wind: 140 mph, h=16.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1.0" End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. / 1 M-3x9 M-3x9 4 Alll , i -,, C4 O 1 0 A 1 o co 0 ut 0 _A I 5** 6 7 *S M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(S) v PROF y 6-05-12 y 8-01-08 y 7-01 y � GINE. (1/ `S/O�/_ 21-08-04 �� 2 -9211OP 9C JOB NAME : POLYGON 6065-A - C7 - 44- �� Scale: 0.2071 - - WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual "3IC/ OREGON /� Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown*. Incorporation of component Is the responsibility of the building designer. �j 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords m to laterally braced at �O -7 y ^ �O 2'o.c.and at 10.o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of Y s 1 ��111 DATE: 4/23/2018 the overall structure is the responsibility /the building tlesl continuous sheathing such as plywood sheathing(TC)anNor tlrywall(BC). P ty o g gner. 3.2x Impact bridging or lateral bracing required where shown++ iliFR RIO- SEQ.: K4 5 3162 7 4.No load should be applied to any component t until loads l bracing and 4.Installation ois the responsibility ofthea non pectoe contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of guse. 5.CompuTrushasnocontroloverandassumesnoresponsibilitymrthe 8.necessassumesfullbaaringatallsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 fabrication,handling, ry. smpmemasthelnoatmnmcompanems. 7.Plates assumes adequate drainage Is provided. April 24,2018 • 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located an both faces of truss,and placed so their center • TPN4?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate sae of plate in inches. MiTek USA,IncJCompuTms Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-12=(-4087) 4514 2- 3=(-4762) 9290 8-17=( -478) 1199 BC: 2x4 DF 2400F SPACED 29.0" O.C. 2- 3=(-4762) 4290 12-13=(-3545) 3500 3-12=( -806) 530 17- 9=( -766) 520 WEBS: 2x4 KDDF STAND; 3- 9=(-3733) 3329 13-14=(-3225) 2715 12- 4=( -491) 1251 9-10=(-4627) 3640 2x6 KDDF #1&BTR A; LOADING 4- 5=(-3063) 3309 14-15=(-3068) 2592 4-13=(-1174) 577 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2391) 3252 15-16=(-3357) 3348 13- 5=( -454) 1356 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2110) 2428 16-17=(-3787) 4236 5-14=(-1643) 674 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2869) 2559 17-10=(-4327) 5222 14- 6=(-3763) 1890 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-3597) 2678 6-15=( -531) 1647 LL = 25 PSF Ground Snow (Pg) 9-10=(-4627) 3640 15- 7=(-1632) 671 OVERHANGS: 19.3" 19.3" 10-11=( 0) 70 7-16=( -950) 1343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=(-1154) 572 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -1716/ 2115V -8900/ 8900H 5.50" 3.16 DF ( 670) 26'- 9.8" -829/ 4149V 0/ OH 5.50" 5.80 DF ( 670) 59'- 9.0" -1443/ 2065V -8900/ 8900H 5.50" 3.08 DF ( 670) 'PROVIDE FULL BEARING;Jts:2,14,10 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed = 0.160" MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.042" @ 9'- 2.6" Allowed = 1.306" MAX TL DEFL = -0.066" @ 9'- 2.6" Allowed = 1.792" MAX LL DEFL = -0.100" @ 99'- 4.2" Allowed = 1.592" MAX TL DEFL = -0.144" @ 44'- 4.2" Allowed = 2.122" MAX LL DEFL = 0.019" @ 60'- 11.2" Allowed = 0.160" MAX TL DEFL = 0.018" @ 60'- 11.2" Allowed = 0.214" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.178" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.184" @ 0'- 5.5" 29-08 29-08 7-07-02 7-05-06 7-03-12 7-03-12 7-03-12 7-03-12 7-05-06 7-07-02 'COND. 3: 150.00 PLF SEISMIC LOAD. I Design conforms to main windforce-resisting 12 12 M18HS-7x8 system and components and cladding criteria. 5.00 d 5.00 7.0" Wind: 140 mph, h=16.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 4S( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-5x6(5) int-9x45 "' ��M-4X4 M-5x6(S) in the plane of the truss only. 0.2514111,11111r\ `0.25" A B M-1.5x3 M-5x6/ �M-4x4 M-1.5x3 o M-5x1 /`\ /''''''''''''''''''\, �M-5x12 0 1..,'"'� ,f-_ \1 ern I 2 M- x4 01325" �4 0.2'1' 0.2��' M-137x4 D {n],ED PRore.So ,4„6,-5.6(s) -‹`` S l y M-5x8(S) l l M18HS-7x8(S) y l \5 0AGIN Ei4 /o J' l 9-02-10 8-09-09 8-09-09 5-08-08 8-09-09 8-09-09 9-02-10 l l ��o. 2 1-07-04 59-04 1-07-04 89200PE' yr JOB NAME : POLYGON 6065-A - C8DRAG Scale: 0.0907 WARNINGS: GENERAL NOTES, unless otherwise noted: -- 'Cr 1.Builder and erection contractor should be advised of all General Notes t.This design Is based on5upon theparameters shown and isfor anIndividual -y OREGON <(/ Truss: C8DRAG and Wamings before oonstractwn commences. balding component.Applicability of design parameters and proper t 2.2x4 compression web bracing must be Installed where shown+, incorporation of component k the responsibility of the builditg designer. L/ Al) c;\ ^c(4�'\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O 1 itO is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such a ply unless braced throughout their length by a ,S continuous sheathing such as plywood cited ng(TC)and/or drywall(BC). IJV DATE: 4/23/2018 the overall structure is the responsibility of the balding designer. 3.2x Impact bridging or lateral bracing required where shown++ �C]r] �� SEQ.: K4 5 3162 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ((��1� fasteners are complete and at no time should any loads greater than 5.Design assumes sasses are to be used m a non-corrosive environment, TRANS I D: LINK Conry mads be applied to any oomponenb and are ford y condition.of use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, necessary. fab shipment and Installation o,components. 7.Design assumes adequate drainage is provided. April 24,2018 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc/CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-12=(-168) 907 3-12=( -455) 379 17- 9=(-423) 367 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=7 -856) 306 12-13=(-292) 238 12- 4=( -304) 831 WEBS: 2x4 KDDF STAND; 3- 4=7 -684) 322 13-14=(-847) 517 4-13=( -754) 433 2x4 KDDF #1&BTR A LOADING 4- 5=7 -113) 485 14-15=(-740) 607 13- 5=( -311) 1102 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=7 -210) 1413 15-16=7 -76) 247 5-14=(-1231) 674 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=7 -108) 584 16-17=(-125) 862 14- 6=(-2335) 884 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=7 -737) 389 17-10=(-474) 1552 6-15=7 -530) 1394 8- 9=(-1625) 637 15- 7=(-1221) 671 OVERHANGS: 19.3" 19.3" LL = 25 PSF Ground Snow (Pg) 9-10=(-1791) 620 7-16=7 -309) 1093 10-11=7 0) 70 16- 8=7 -738) 427 BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE B-17=7 -288) 782 M-3x4 where shown; Jts:2,5,7,10,12,17 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 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" -125/ 824V -277/ 277H 5.50" 1.32 KDDF ( 625) 26'- 9.8" -402/ 3530V 0/ OH 5.50" 5.29 KDDF ( 625) 59'- 4.0" -156/ 1153V 0/ OH 5.50" 1.85 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,14,10 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed = 0.160" MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.047" @ 9'- 2.6" Allowed = 1.306" MAX TL DEFL = -0.073" @ 9'- 2.6" Allowed = 1.742" MAX LL DEFL = -0.097" @ 44'- 4.2" Allowed = 1.592" MAX TL DEFL = -0.151" @ 50'- 1.4" Allowed = 2.122" MAX LL DEFL - 0.019" @ 60'- 11.2" Allowed = 0.160" MAX TL DEFL = 0.018" @ 60'- 11.2" Allowed = 0.214" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.014" @ 58'- 10.5" MAX HORIZ. TL DEFL = 0.021" @ 58'- 10.5" 29-08 29-08 T T T 7-08-12 7-03-12 7-03-12 7-03-12 7-03-12 7-03-12 7-03-12 7-08-12 Design conforms to main windforce-resisting '( f f .f I '( f '( f system and components and cladding criteria. 12 12 5.00 M-4x6 Q 5.00 Wind: 140 mph, h=16.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 6 'M Truss designed for wind loads in the plane of the truss only. -Sx6(S) 07M-5x6(S) \ 6 '0" M 0.25" 0.25" 4 A M-1.5x3 /)p/IPM-1.5x3 3 o 2 12 01325" �4 0.2 s" 0.2��' 17 r o o ,(``�"D r Rvp� =m_4011-5x6(S) L S y y M-5 (S) y y M-5x8(S) y y61 0.1GINEFR /0 y y 9-02-10 8-09-09 8-09-09 5-08-08 8-09-09 8-09-09 9-02-10 l l mak/ n �y� 1-07-04 59-04 1-07-04 :92 1 or JOB NAME : POLYGON 6065-A - C9 " Scale: 0.0906 ....,....i WARNINGS: GENERAL NOTES, unless otherwise noted: © Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7L ,h OREGON fit, Truss: C9 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. �j 3.Additional temporary bracing to insure Oability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �O -7 y 1 A 2. �4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at IC(o.c.such as ety unless braced throughout their length by `'F a v B? continuous sheathing such as plywood sheathing(TC)end/or tlrywall(BC). NV DATE: 4/23/2018 the overall structure Is the reaponsibiNy of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ R R11 V. SEQ.: K4531629 4.No loadserameappliedtoanycomponentuntilatie allbracingand 4.Installation oftrumistheresponslbiftyoftherespectivecontractor. /• fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition(oruse. s.CompuTmshesnoconlroloverendassumesnoresponsibililyrorihe 6.Dessignaasumesfull bearing atansupports shown.Snimorwedge if EXPIRES: 12-31-2019 fabrication,handing, ry sshipmentdu and installation of components. 7.Design s assumes b el c ed on drainage e io truss, April 24,201 8 6.This design is mmishetl subject to the limitations set forth by 8.Plates shag be located on both/aces of truss,and placed so their center TPIAMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc✓ColnpuTrus Software 7.6.8(1 L)'E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=7 0) 70 2-18=7 -315) 1149 3-18=( -325) 282 25-15=1-288) 265 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1182) 490 18-19=7 -97) 679 18- 4=7 -147) 523 BC: 2x4 KDDF #1&BTR 3- 4=( -962) 441 19-20=7 -232) 202 4-19=7 -606) 327 WEBS: 2x4 KDDF STAND LOADING 4- 5=7 -274) 242 20-21=(-1105) 667 19- 5=7 -171) 697 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -107) 721 21-22=7 -714) 476 5-20=(-1000) 460 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -73) 613 22-23=7 -313) 301 20- 6=( -463) 206 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 8=( 0) 0 23-24=7 -214) 747 20- 7=( -517) 1432 7- 9=7 -196) 1153 24-25=7 -449) 1244 7-21=(-1567) 892 LL = 25 PSF Ground Snow (Pg) 9-11=( -38) 380 25-16=7 -687) 1667 21- 9=(-1621) 933 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=( 0) 0 9-22=( -702) 1376 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -233) 408 22-11=(-1224) 732 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( -305) 395 11-23=7 -403) 1159 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=(-1077) 589 12-23=7 -235) 114 OVERHANGS: 19.3" 19.3" 14-15=(-1726) 770 23-13=7 -964) 444 15-16=(-1912) 815 13-24=7 -163) 679 16-17=( 0) 70 24-14=7 -587) 318 14-25=7 -129) 486 M-1.5x4 or equal at non-structural vertical members (uon). BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x9 where shown; Jts:2,5,13,16,18,21,25 0'- 0.0" -140/ 929V -218/ 218H 5.50" 1.49 KDDF ( 625) 26'- 11.5" -541/ 3235V 0/ OH 5.50" 4.85 KDDF ( 625) 59'- 4.0" -190/ 1225V 0/ OH 5.50" 1.96 KDDF ( 625) 'PROVIDE FULL SEARING;Jts:2,21,16 ' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed = 0.160" MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed = 0.214" 0-C1-71-(1-111 MAX LL DEFL = -0.054" @ 11'- 7.4" Allowed = 1.306" ' f-r MAX TL DEFL = -0.086" @ 11'- 7.4" Allowed = 1.742" 28-09-05 1-09-07 28-09-05 MAX LL DEFL = 0.100" @ 43'- 8.6" Allowed = 1.592" MAX TL DEFL = -0.146" @ 43'- 8.6" Allowed = 2.122" 5-07-08 5-11 2-01-15 3-05-06 5-07-08 6-00-09 MAX LL DEFL = 0.019" @ 60'- 11.2" Allowed = 0.160" MAX TL DEFL = 0.018" @ 60'- 11.2" Allowed = 0.214" 6-00-09 f5-07-08 3f-05-0i f2-0145 s 5-11 5-07-0e A SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL = 0.022" @ 58'- 10.5" 5.00 D =M-4X4 d 5.00 MAX HORIZ. TL DEFL = 0.036" @ 58'- 10.5" =M-4x4 =M-4x4 B 15 Design conforms to main windforce-resisting M-4X6/ M-4X6 system and components and cladding criteria. 7 9 11 iiiif 7 -4 . Wind:Wind: 140 mph, h=16.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, 17 0.25" 0.25" Truss designed for wind loads q �4 in the plane of the truss only. . .. . o M 1.5x33' ki • /`M-1.5x3 0 ,...., 1 1 18 19 2 •1 23 /' 25 '\ 1 ti�E� PRO 0.25" M-�x8 0.2 " 0.2 i o M-5x6(S) =M-6x6(S)M-3x8 M-5x6(S) o ��� V��'�c�'T s% y y y ) y l l . )' l V T 2 k y 8-00-04 7-07-03 7-05-07 3-10-10 5-05 3-10-10 7-05-07 7-07-03 8-00-04 1 J. ��CI rye p 1-07-04 59-04 1-07-04 :`20Or E 9f • JOB NAME : POLYGON 6065-A - C10 Scale: 0.0908 .,, WARNINGS: GENERAL NOTES, unless otherwise noted: O C^ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual -yG '�7 OREGON �t,( Truss: C10 and Wemins before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Ins led where shown+, incorporation of component is the responsibility of the building designer. / r 3.Atlaamnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at O Y 14 2,0 T Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and al l g'o.c.respectively unless braced throughout their length by a ^P DATE: 4/23/2018 the overall structure Is the responsibility of the building den continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). VVR p ty g igner. 3.2v Impact bridging or lateral bracing required where shown++ 'C` •rf 1")I 1 SEQ.: K4 5 3163 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibisty of the respective contractor. 11 t L fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non<orrasrve environment, TRANS ID: LINK design mads be applied many component. and are for dryfoilbariofsee. S CompuTrushasnocontroloverandassumesnoresponsibilitytorthe 6.Oescelg assumesNllbearingatallsupportsshown.Shimorwetlgeif EXPIRES: 12-31-2Q19 fabrication,handling,shipmentry aodllmfaansthby 7.Design sshallbassumes adequate othfageisprussea. April 24,2018 6.This design is furnished subject to the umttaupna set forth by B.Plates shall be located on both faces of truss,and places so their tamer TPIPNfCA in BCSI,copies of which will ba fumished upon request. lines coincide with joint center lines. 9.Digits indicate stye of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Weld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-1B=( -363) 1142 3-18=( -325) 287 25-15=(-288) 273 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1182) 505 18-19=( -98) 671 18- 4=( -152) 523 BC: 2x4 RODE #1&BTR 3- 4=) -955) 456 19-20=( -222) 210 4-19=) -606) 324 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -266) 258 20-21=(-1105) 659 19- 5=( -168) 697 LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -107) 721 21-22=( -714) 529 5-20=(-1001) 526 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 22-23=( -313) 403 20- 6=( -463) 224 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 8=( -73) 613 23-24=( -166) 733 20- 8=( -594) 1428 8- 9=( -155) 1153 24-25=( -386) 1230 8-21=(-1561) 696 LL = 25 PSF Ground Snow (Pg) 9-10=( -38) 369 25-16=( -635) 1654 21- 9=(-1621) 682 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=( -219) 368 9-22=( -540) 1348 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 22-10=(-1224) 574 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( -290) 323 10-23=( -504) 1159 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=(-1062) 526 12-23=( -235) 142 OVERHANGS: 19.3" 19.3" 14-15=(-1712) 710 23-13=( -965) 514 15-16=(-1899) 756 13-24=( -162) 679 16-17=( 0) 70 24-14=) -587) 317 14-25=) -138) 486 M-3x4 where shown; Jts:2,5,13,16,18,21,25 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -136/ 929V -217/ 217H 5.50" 1.49 KDDF ( 625) 26'- 11.5" -380/ 3235V 0/ OH 5.50" 4.84 KDDF ( 625) 59'- 4.0" -161/ 1225V 0/ OH 5.50" 1.96 ROOF ( 625) (PROVIDE FULL BEARING;Jts:2,21,16 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed = 0.160" MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.054" @ 11'- 7.4" Allowed = 1.306" MAX TL DEFL = -0.085" @ 11'- 7.4" Allowed = 1.742" MAX LL DEFL = 0.093" @ 43'- 8.6" Allowed = 1.592" MAX TL DEFL = -0.144" @ 47'- 8.6" Allowed = 2.122" MAX LL DEFL = 0.019" @ 60'- 11.2" Allowed = 0.160" MAX TL DEFL = 0.018" @ 60'- 11.2" Allowed = 0.214" 23-11-11 11-04-10 23-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-07-08 5-11 .2008-05 3-00 0-0,99-01 5-07-08 6-00-09 MAX HORIZ. LL DEFL = 0.022" @ 58'- 10.5" 6-00-09 f5-07-08 0-09101 f3-00 ' 2108-6151 5-11 1'5-07-08 f MAX HORIS. TL DEFL = 0.036" @ 58'- 10.5" T T T T 'f'' T T '1 TT T T T 12 12 =M-4X4Design conforms to main windforce-resisting 5.00 17 d 5.00 system and components and cladding criteria. M-4x6 7=M-84x4 9=M-10x4 1 M-4x6 Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(5) M-5x6(5) (All Heights), Enclosed, Cat.2, Exp.B, SD- A ii "AA :25 in the plane of the truss only. M-1.5x33 + `M-1.5x3 Mo 3 _ _ - _ 1 ......747,-, cv 18 19 2 21 23 g 25 16 V��D PRO 0.25" M-4x8 0°2F" 0.2 ' t o M-5x6(S) =M-6x6(9)M-3x6 M-5x6(S) SCO' A? q, sib J. l 1, 1' 1 J. 1' J. J. J. " J. y 8-00-04 7-07-03 7-05-07 3-10-10 5-05 3-10-10 7-05-07 7-07-03 8-00-04 y y �I $9 foo P "7<, 1-07-04 59-04 1-07-04 JOB NAME : POLYGON 6065-A - C11 Scale: 0.0908 ' WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be edvOed of all General Notes 1.This design is based only upon the parameters shown and is for en lndNldual 4"OREGON �<i Truss: C11 and Warnings before construction commences. building component Applicability of design parameters and proper Atx 2.2a4 cornweb bracingmust be installed where shown incorporation of component is the responsibility of the building designer. `' 2(; pression 2.Design assumes the top and bottom chords to be laterally braced at r V 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at f0'o.c.respectively unless braced throughout their length by /O 14 a P Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood Sheathing(TC)antl/or drywall(BC), t DATE: 4/23/2018 the overall shuciure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ �`R R L`,,, SEQ.: K4 5 31631 4.No load should be applied to any component until after tabooing and 4.4.DesignInstalltion aof ssumes truss isths rethe po onsibi used ility fIthe resp ctNe non-corrosive environment,acr fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12-31-2019 S.CompuTrus has no control over and assumes no responsibility forme .., ,1 r� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 24,20.I ICJ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MITek USA,InoiCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-16=(-536) 1431 16- 3=( 0) 2B3 2x6 KDDF #1&BTR T3, T4 SPACED 24.0" O.C. 2- 3=(-1641) 761 16-17=(-539) 1427 3-17=1 -716) 341 BC: 2x6 KDDF #1&BTR 3- 4=( -954) 612 17-18=(-340) 243 17- 4=1 -134) 161 WEBS: 2x4 KDDF STAND LOADING 4- 5=1 0) 0 18-19=(-337) 245 17- 6=( -380) 880 • LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1 -803) 612 19-20=(-238) 265 6-18=1 0) 249 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -245) 337 20-21=(-524) 1153 7-19=(-1792) 1043 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=( -549) 1432 21-22=(-524) 1153 19- 8=1 -388) 178 8- 9=( -549) 1432 22-23=(-912) 1966 19- 9=(-1904) 929 LL = 25 PSF Ground Snow (Pg) 9-10=1 -165) 212 23-14=(-909) 1970 9-20=1 -452) 945 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-1377) 907 20-10=1-1342) 857 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1 0) 0 21-10=1 0) 271 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=1-1578) 933 10-22=( -147) 361 13-14=(-2232) 1065 12-22=( 0) 258 OVERHANGS: 19.3" 19.3" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 14-15=( 0) 70 22-13=1 -660) 315 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-23=1 0) 280 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -171/ 1028V -131/ 131H 5.50" 1.64 KDDF ( 625) 26'- 9.8" -443/ 3030V 0/ OH 5.50" 4.54 KDDF ( 625) Unbalanced live loads have been 59'- 4.0" -214/ 1321V 0/ OH 5.50" 2.11 KDDF ( 625) considered for this design. (PROVIDE FULL BEARING;Jts:2,19,14 • 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 7.3" Allowed = 0.160" MAX TL DEFL = 0.018" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = 0.103" @ 14'- 2.0" Allowed = 1.306" MAX TL DEFL = -0.106" @ 14'- 2.0" Allowed = 1.742" MAX LL DEFL = 0.123" @ 45'- 2.0" Allowed = 1.592" MAX TL DEFL = -0.136" @ 45'- 2.0" Allowed = 2.122" MAX LL DEFL = 0.019" @ 60'- 11.2" Allowed = 0.160" MAX TL DEFL = 0.018" @ 60'- 11.2" Allowed = 0.214" SEASONED LUMBER IN DRY SERVICE CONDITIONS 08885807 MAX HORIZ. LL DEFL = -0.028" @ 58'- 10.5" iff 19-02-01 20-11-13 19-02-01 MAX HORIZ. TL DEFL = 0.042" @ 58'- 10.5" 6-03-01 6-08-01 7-01-08 5-06-11 7-04-06 ,,((7 15 6-03-01 Design conforms to main windforce-resisting 7-04-06 5-06-11 5-06-12 0-0system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 " 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 M-9x4 Q 5.50 load duration factor=l.6, M35x6 M-3q Truss designed for wind loads M-7x6(S) in the plane of the truss only. M-5x6(S) M-4x6 M-1.5x3 0.25" M-4x6 M-5x8(S) 4 67 8 y 9 10 T9 , 0.25" 0.25" 1. / 'N\N + V" o ® �. \� N (} PR rr rn N' 2 16 17 S n19 20 22 23 19 p �f/ Or of M-3x4 M-1.5x3 M-3x8 �•25n M-5x8 M-3x4 0.2� M-3x8 M-1.5x3 =M-4x4 to ,(<( ` `s� o M-7x6(5) M-7x6(5) SCO NG►NEF /O 1 y y l l b 1 b l b IN ti R 2 7-02-10 6-03-01 6-04-05 6-11-12 5-10-04 6-10 6-04-05 6-03-01 7-02-10 n p 9 59-04 1 07 04 :720Or E 1-07-04 • JOB NAME : POLYGON 6065-A - C12 Scale: 0.1033 WARNINGS: GENERAL NOTES, unless otherwise noted: O�7 Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown and is for an individual 32 47 OREGON 4/ Truss:Truss: C 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 4' 2.2x4 compression web bracing must be Installed where shown*. incorporation of component is the responsibility of the building designer. / tl (1°.\6A17,‘" ^� �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unlesschobraced to be throughoutty braced at O -7 Y 1^ 1J is the responslblidy of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively their length by `t f /f DATE: 4/23/2018 the overall structure is the responsibility of the buildingdesigner. 2x continuoussheathingstehasacwg od iwtrere shwn++rywall(BC). �/V'f p ty goer. 3.zx Imvaa briagme or lateral bracing required where mown FR R I LL SEQ.: K4531632 4.No load should be applied to any component until alter ail bracing and 5.4.Installation of trusts thhee n�poor�billityy of thea nencmroievconttraconr. fasteners are complete and at no time should any loads greater thangn assumessed in design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.DampuTruahas nscontrol over and assumes norespos bllil fo the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 nary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate is provided. April 24,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedd on on both faces of truss,and placed so their center TPWJTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 59-04-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 70 2-16=(-426) 3196 16- 3=( 0) 902 2x6 KDDF #1&BTA T2, T3 2- 3=(-3580) 550 16-17=(-428) 3176 3-17=(-1356) 210 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-2234) 538 17-18=(-776) 632 17- 4=( -578) 362 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 18-19=(-770) 638 17- 6=( -396) 2108 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 4.8" V 4- 6=(-2006) 530 19-20=(-596) 230 6-18=( 0) 374 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 14'- 4.8" TO 44'- 11.2" V 6- 7=( -638) 770 20-21=(-888) 2626 7-19=(-4160) 1306 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 44'- 11.2" TO 59'- 4.0" V 7- 8=( -766) 3178 21-22=(-888) 2626 19- 8=( -770) 504 BC UNI£LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 59'- 4.0" V 8- 9=( -766) 3178 22-23=(-906) 4352 19- 9=(-4196) 1412 9-10=( -260) 538 23-14=(-904) 4374 9-20=( -456) 2186 NOTE: 2x4 BRACING AT 24"00 UON. FOR TC CONC LL( 600.0)+DL( 168.0)= 768.1 LBS @ 14'- 4.8" 10-12=(-3258) 1038 20-10=(-3170) 992 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 600.0)+DL( 168.0)= 768.1 LBS @ 44'- 11.2" 11-12=( 0) 0 21-10=( 0) 418 ADDL: BC CONC LL+DL= 496.0 LBS @ 6'- 0.0" 12-13=(-3596) 1090 10-22=( -78) 954 ADDL: BC CONC LL+DL= 496.0 LBS @ 53'- 4.0" 13-14=(-4872) 1074 12-22=( 0) 384 OVERHANGS: 19.3" 19.3" 14-15=( 0) 70 22-13=(-1232) 208 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-23=( 0) 898 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Unbalanced live loads have been BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -291/ 1B57V -131/ 131H 5.50" 2.97 KDDF ( 625) 26'- 9.8" -2230/ 6682V 0/ OH 5.50" 10.01 KDDF ( 625) ( 2 ) complete trusses required. 59'- 4.0" -508/ 2507V 0/ OH 5.50" 4.01 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN -',- nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, �/�/ 9" oc in 2 row(s) throughout 2x6 bottom chords, (PROVIDE FULL BEARING;Jts:2,19,19 �M�/ 9" oc in 1 row(s) throughout 2x4 webs. COND. 2: Design checked for net(-5 g psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.005" @ -1'- 7.3" Allowed = 0.160" MAX TL DEFL = 0.004" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.086" @ 14'- 2.0" Allowed = 1.306" MAX TL DEFL = -0.141" @ 14'- 2.0" Allowed = 1.742" MAX LL DEFL = -0.104" @ 45'- 2.0" Allowed = 1.592" MAX TL DEFL = -0.173" @ 45'- 2.0" Allowed = 2.122" MAX LL DEFL = 0.005" @ 60'- 11.2" Allowed = 0.160" MAX TL DEFL = 0.004" @ 60'- 11.2" Allowed = 0.214" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.026" @ 58'- 10.5" MAX HORIZ. TL DEFL = 0.049" @ 58'- 10.5" 14-04-08 30-07 14-04-08 Design conforms to main windforce-resisting system and components and cladding criteria. 6-03-01 5-03-12 6-08-01 7-01-08 0-09-01 7-04-06 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-04-06 00'9101 0-05 07 5-06-12 5-05-08 6-03-01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T Tr768.10# 68.108 • load duration factor=l.6, 12 12 Truss designed for wind loads 5.00 D :NM-4x4 M-7x6(S) 4 5.00 in the plane of the truss only. M-4x64 5 M-56x6 M-1.5x3 09 25" M-4Dx8 11 M-4x6 /7 M-3x4 M-3x4 3 + + + N. 3 fn M o O p 2 16 17 182"( 19 20 4® 22 23 119 o �oac PROFF 1 M-3x4 M-1.5x3 M-3x8 U M-5x8 =M-4x4 0.21 M-3x8 M-1.5x3 =14-4x4 1 S * +496# y M-7 (S)J. y y M-7 y(S) , , +496# y ��� GINE-L, �'b E y 7-02-10 6-03-01 6-04-05 6-11-12 5-10-04 6-10 6-04-05 6-03-01 7-02-10 b l 29 1-07-04 59-04 1-07-04 � oOr JOB NAME : POLYGON 6065-A - C13 !' • Scale: 0.1033 WARNINGS: GENERAL NOTES, unless otherwise noted: fl�) CC 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 indNldual !I ".OREGON ��(/ Truss: C13 and Warnings before construction commences. building component.Applicability of design parameters and proper / � 2.2x4 compression web bracing mull be Installed where shown+, incorporation of component is the responsibility of the building designer. Zo` �4 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top antl bottom chords to be laterally braced at Y Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by /O 4 f continuous sheathing such as plywood sheathln0(TC)and/or drywall(BC). � DATE: 4/23/2018 the overall structure is me responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown++ R R i LL S E K45316 3 3 4.No load should be applied to any component until after al1 bracing and 4.Installation of truss is the responsibility of the respectNe contractor. 4'' fasteners are complete and at no time should any mads greater man 6.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes naresponsb:tryfor the 6.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Plates assumes adequate toth face Is tprovided. April 24,2018 6.Thla design Is furnished subject to the limitations set forth by e.Plates shall be located on both feces of truss,and placed so their center TPIANTCA In SCSI,copies of wbich will be tumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 11.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -342) 296 1- B=(-357) 2042 1- 2=(-2005) 356 10- 6=(-194) 311 2x4 DF 2400F Ti, T2 SPACED 24.0" O.C. 2- 3=(-2212) 312 8- 9=(-185) 1611 2- 8=( -170) 299 BC: 2x6 DF 2250F; 3- 4=(-1142) 277 9-10=(-185) 1446 8- 3=( -91) 1232 2x4 DF 2400F B2 LOADING 4- 5=(-1141) 278 10- 7=(-366) 1808 3- 9=(-1058) 264 WEBS: 2x4 DF 2400F LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2219) 317 9- 4=( -258) 1273 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2354) 545 9- 5=( -938) 262 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 5-10=( -63) 1106 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10858 LIVE LOAD. TOP 0'- 0.0" -144/ 957V -297/ 297H 3.50" 1.38 OF ( 625) vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 11.5" -156/ 971V 0/ OH 5.50" 1.45 DF ( 625) 11-04-08 11-06-08 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-05-08 4-02-08 3-08-08 3-08-08 4-00-03 / MAX LL DEFL = -0.100" @ 11'- 4.5" Allowed = 1.110" / / f I ' 1 I MAX TL DEFL = -0.165" @ 11'- 4.5" Allowed = 1.481" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 N 12.00 MAX HORIZ. LL DEFL = 0.153" @ 22'- 6.0" 4.0" MAX HORIZ. TL DEFL = 0.252" @ 22'- 6.0" 4 M-3x6 - M-3x6 % * NOTE: Design assumes moisture content does not to exceed 195 at time of manufacture. M-1.5x4 \M6 4 Design conforms to main windforce-resisting M-3x6 M 3x6 Wind: 140 mph, h=25ft, TCDL=4 ,BCDL=6.0, ASCE 7-10, /41 111110;;„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x4 M-3x6 Truss : tj:e ; thopordnOutlookersmiremiareas only. $411010, / M-6x6 I M-1.Sx� \-1.5x4 /.iM-4x4 M-5x6+ M y �) till r 0 1 1 o Q 8.00 8.00 p o 12 12 7-04-08 • • i 4-00 1 4 0o y 7-06-08 b . PRQ �ss ; J, ,L y /_/_/;"3: G�►vEF /�7-04-08 8-00 7-06-08 � - '4 2 J., 22-11 b :9200FE 9c<" JOB NAME : POLYGON 6065-A - D1 Scale: 0.2048 O Cr WARNINGS: GENERAL NOTES, unlessothenvlse noted: "F� OREGON A^ �o 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1 Truss: Dl and Warnings before construction commences. building component.Applicability of design parameters and proper < 9Y2° �� 2.b4 compression Web breGng must be installed where shown 4. incorporation of component Is the responsibility of the building designer. O 14, . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of T continuous and at 18 o.csheathing suchctivply wood s braced throughout chair length by MFR R f LL DATE: 4/24/2018 the overall structure is the responsibility of the buildingdesigner. 23 Impact srhgingior stehesacing reuvat wherest ownand/ri dryvrell(BC). P ty goer. 3.2a Impact bridging or lateral brectng required where shown++ SEQ.: K4 5 316 3 4 4.No load should be applied to any component until after all braung and 4.Installation of tress is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes fusses are N used c non-corrosive environment, EXPIRES: 12-31-2019 TRANS ID: LINK design loads beapplied toany component. and are for"dry condition"oruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.neeceg assumes NII bearing al all supports shown.Shim or wedge g fabrication,handling,shipment and Installation of components. April 24,2018 T.Design haa ll b el adequate drainage Is truss,d. and This design is fumished subject to the limitations eel forth by S.Plates shoo be located on both feces of truss, placed so their center TPWJfCA in SCSI,copies of which will be furnished upon request. lines coincide wkh joint center lines. 9.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.8-SP2(IL)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 11.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 1- 2=( -23) 97 1- 9=(-351) 1903 1- 2=(-2290) 465 BC: 2x6 DF 2250F; SPACED 24.0" O.C. 2- 3=(-2152) 516 9-10=(-188) 1627 3- 9=( -95) 277 2x4 DF 2400F 82 3- 4=(-2185) 308 10-11=(-185) 1446 9- 4=( -90) 1182 WEBS: 2x4 DF 2400F; LOADING 4- 5=(-1151) 279 11- 8=(-366) 1808 4-10=(-1078) 267 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1141) 278 10- 5=( -260) 1285 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2219) 317 10- 6=( -938) 262 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2354) 545 6-11=( -63) 1106 BC LATERAL SUPPORT <= 12"OC. UON. 11- 7=( -194) 311 LL = 25 PSF Ground Snow (Pg) LETINS: 2-00-00 0-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -144/ 957V -297/ 297H 3.50" 1.38 DF ( 625) 22'- 11.5" -156/ 971V 0/ OH 5.50" 1.45 DF ( 625) 11-04-08 11-06-08 'I 1 j' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-06-072-02-03 3-11-12 3-08-08 3-08-08 4-00-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 f . f f f 1' '1 MAX LL DEFL = -0.132" @ 7'- 4.5" Allowed = 1.110" 12 12 MAX TL DEFL = -0.217" @ 7'- 4.5" Allowed = 1.481" M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 17 N 12.00 4.0" MAX HORIZ. LL DEFL = 0.186" @ 22'- 6.0" 5 1\ MAX HORIZ. TL DEFL = 0.306" @ 22'- 6.0" •` 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. M-3x6 M-3x6 4 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4''''' * (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. M-1.5x3 ��34M a� M-1.5x3 3�9 10 11 M-6x6 M-3x6 �M-6x6 M-3x6 z int-6x6 rn ✓ S M-5x6 o O'F -tilt o Q 6.00 8.00 L o 12 12 l l l 1 y <C.N J. l l l D PRQFess/� 7-04-08 4-00 4-00 7-06-08 %.'\:4.9G211\11:. 7-04-08 8-00 7-06-08 ?jy 22-11-08 y ��\Gj , �r JOB NAME : POLYGON 6065-A - D2 Scale: 0.2028 4 � WARNINGS: GENERAL NOTES, unless otherwise noted: � -ge 4,OREGON �� 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual Truss: D2 and warnings before construction commences. building component.Applicability of design parameters and proper 0'01 '1 14 Z0 P,:�-' 2.2x4 coin b bracing et be Installed where shown«, incorporation of component is the responsibility of the building designer. pression coo rig mu 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectivety unless braced throughout their length by Ili -R DATE: 4/24/2018 the overall structure is the responsibility of the building continuous sheathing laterh l b plywood required a whereC)coandns drywall(BC). R 1 l� ponsi ty g designer. 3.2x Impact bridging or lateral bracing required shown++ SEQ.: 514 5 316 3 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibibly of the respectNe contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are m be used in a non-corrosive environment. EXPIRES: 12-31-2Q19 TRANS ID: LINK design loads be applied teeny component. and are for Idly condition.or use. 5.CompuTms has no control over and assumes no responsibility kr the 6 necessary. sign assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. assumes' April 24,2 018 7.Designlates c edoane drainage is roslsed. 6.This design Is mmished subject to the limitations set forth by 8.Plates shallbelocated on both faces of truss,and placed so their center TPWVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MTek USA,Inc./CompuTrus Software v7.6.8-SP2(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-19) 211 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -177/ 201V -13/ 45H 5.50" 0.32 KDDF ( 625) 0'- 8.8" 0/ 232V 0/ OH 1.50" 0.37 KDDF ( 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 0-09-08 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" f ' MAX TC PANEL LL DEFL = 0.000" @ 0'- 7.5" Allowed = 0.037" MAX TC PANEL TL DEFL = -0.000" @ 0'- 7.4" Allowed = 0.056" 12 MAX BC PANEL LL DEFL = 0.004" @ 2'- 6.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.8" Allowed = 0.339" 12.00 P7 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 0'- 8.8" MAX HORIZ. TL DEFL = 0.001" @ 0'- 8.8" 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, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ,--1 in the plane of the truss only. V I 0 M f I 0 0 o ,_>..‹.:„4 - M-3x4 • l l l 0-08 6-00 -(..- ) PRoF4.0s 4, o ONGINELcR /q2 .,- :9200PE 9< JOB NAME : POLYGON 6065-A - J1 Scale: 0.7206 ;4„+^ 9 WARNINGS: GENERAL NOTES, unless otherwise noted: O Q•" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Me parametem shown and la for an Individual yi 47 OREGON �Zo Truss: J1 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. �j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced at /O 'I ^ 2O �� is the responsibility of the erector.additional permanent bracing of m,so.and at 10 o.c.respectively unless braced throughout their length by "'F s A continuous sheathing such as plywood sheathing(TC)donor drywall(BC). Ne) DATE: 4/23/2018 the overall structure M the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CRI'1 SEQ.: K4531636 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. 1f�7 1. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID LINK design masa be applied to any component. socias for"dry condition"of use. l 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumesNllbeefingetallsupportsshown.Shimorwedg�i( EXPIRES: 12-31-2019 fabrication,handling, ry shipment and limeeon of faith by 7.Design shall b assumes adequate tondrainage e io provided. April 24,2018 5.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,and placed so their center TPINJTCA In SCSI.copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 5.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 OF 2400F LOAD DURATION INCREASE = 1.15 1- 2=( -22) 95 1- 9=(-358) 1871 1- 2=(-2299) 479 7- 8=(-1924) 348 BC: 2x6 DF 2250F; SPACED 29.0" O.C. 2- 3=1-2113) 530 9-10=(-184) 1591 3- 9=( -96) 274 2x9 DF 2400F B2 3- 4=1-2139) 325 10-11=(-178) 1382 9- 9=( -94) 1162 WEBS: 2x4 DF 2400F LOADING 4- 5=(-1120) 284 11- 8=(-338) 1614 4-10=(-1063) 275 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1111) 283 10- 5=( -268) 1243 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2117) 321 10- 6=( -883) 265 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=( -245) 243 6-11=( -58) 1015 11- 7=( -117) 278 LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ." For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -141/ 943V -293/ 292H 3.50" 1.36 DF ( 625) 22'- 5.5" -142/ 943V 0/ OH 3.50" 1.51 DF ( 625) 11-09-08 11-01 r 1-06-012-02-03 3-11-12 3-08-08 3-08-0B 4-00-03 3-04-05 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. j f , , f . if if I l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 12 MAX LL DEFL = -0.126" @ 7'- 4.5" Allowed= 1.094" M-9x6MAX TL DEFL = -0.206" @ 7'- 9.5" Allowed= 1.456" 12.00 7 'N12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.0" 5 MAX HORIZ. LL DEFL = 0.171" @ 22'- 2.0" `� MAX HORIZ. TL DEFL = 0.282" @ 22'- 2.0" Design conforms to m indforce-resisting system and componentsandcladding criteria. Wind: 140 mph, h=25ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 M-3x6 load duration factor=l.6, 1111000 Truss designed for wind loads �� �� rn the plane of the truss only. M-1.5x3 Eo :: M-3x6 10 li ,M-6x6 M-3x8 M-6x6 M-1.5x3 M-3x6 z -iM-6x6 3 M4ikei, -4 ITt of M-7x8 �� e o 0 Q 8.00 8.00 L, 12 12 b l l l y ���E:11°.'pFss7-04-OB 9-00 4-00 7-01 l l k ,L .5F / 7-04-OB 6-00 7-01 `,GV • ' )* bzz-os-osy 8PE 9%' JOB NAME : POLYGON 6065-A - D3 '� Scale: 0.2195 WARNINGS: GENERAL NOTES, unless otherwise noted: % OREGON �'�� 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 indkidual �j Truss: D3 end Warnings before construction commences. building component.Applicability of design parameters and proper ," '7y 14, AO 2.2r4 compression web bracing must be installed where shown e, Incorporation of component Is the responsibility of the building designer. (� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom unlesschobrds aced o be laterally braced at /.. A is the responsibility of the erector.Additions)permanent bracing of 2'o.c.and at 10.o.c.respedsely braced throughout their length by /WF R R I�� V DATE: 9/24/2018 the overall structure is the responsibility of the buildingdesigner. continuous4Ipatsheathing latehesacing requirede lAere showand/orn dryvrell(BC). `w n p N 3.2x Impact bridging or lateral bracing where shown SE K4 5 31637 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibitty of the respectNe contractor. 4'' fasteners are complete and et no time should any loads greater then 5.Designassumestmaaeaaetobeusedinanonconoslween environment, EXPIRES: 12-31-2019 design loads be applied to any component. and are far"dry condition"of use. TRANS ID: LINK 5.CompuTms has no control over and assumes no responsibility for the S.neessaassumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ". April 24,2018 7.Designlesshall lcdedon otifaemgrosed. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joist center lines. 9.Digits indicate see of plate in Inches. MiTek USA,IncJCompuTrus Software+7.6.6SP2(1 L)E to.For basic connector plate design values see E519-1311,ESR-191313(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-33) 65 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 BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 221V -23/ 67H 5.50" 0.35 KDDF ( 625) 1'- 6.6" -118/ 119V 0/ OH 1.50" 0.19 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 99V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-07-08 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" T 1. MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.001" @ 0'- 10.5" Allowed = 0.114" MAX TC PANEL TL DEFL = -0.003" @ 0'- 11.6" Allowed = 0.171" 12 MAX BC PANEL LL DEFL = 0.004" @ 2'- 8.6" Allowed = 0.254" 12.00 7 MAX BC PANEL TL DEFL = -0.014" @ 3'- 3.8" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 6.8" MAX HORIZ. TL DEFL = 0.000" @ 1'- 6.B" Design conforms to main windforce-resisting system and components and cladding criteria. �' Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I% (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads I o in the plane of the truss only. 0 I ro /- N O I 0 o M-3x4 .Jr y 1 0-08 6-00 S'<v. PRuFFss ENGIN E,cR /0 2 ° 89200PE 9r JOB NAME : POLYGON 6065-A - J2 . Scale: 0.6831 ,„„:,,,_, •...�*' ., L WARNINGS: GENERAL NOTES, unless otherwise noted: © Cr 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 -7G OREGON �v Truss: J2 and Warnings before construction commences. building component.Applkablllty of design parameters and proper pression webg mustincorporation of component is the responsibility of the building designer. 2.2x4 cont bracing be installed where shown+, 2 Design assumes the top and bottom chs braced to be laterally braced at Y n O �� 3.Additional temporary bracing to insure stability during censirudlon 7 o.c,and at 10'o.c.respectively unless braced throughout their length by /O 14, v Is the responsibility of the erector.Additionalpermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 4/23/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MER `�� SEQ.: K4 5 3163 6 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. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a nonroonosive environment. TRANS ID• LINK design loads be applied to any component. and are or-dry condition"oruse. R5.CompuTmshas nocontrol over and assumes noresponsibility for the Dseumnass es full bearing at all supports shown.Shim orwedge it EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 24,2018 TPI,WTCA in SCSI,copies of which will be furnished upon request. lines coincide with feint center lines. 9.Digits indicate she of plate in Inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN - 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-5) 135 6-3=(0) 152 BC: 2x9 KDDF#1613TR SPACED 24.0" O.C. 2-3=(-254) 58 6-4=(-5) 135 WEBS: 2x9 KDDF STAND 3-4=(-254) 59 LOADING 4-5=( 0) 53 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 377V -101/ 101H 5.50" 0.60 KDDF ( 625) 7'- 2.0" -70/ 377V 0/ OH 5.50" 0.60 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -B.0" Allowed = 0.089" MAX LL DEFL = -0.000" @ 7'- 10.0" Allowed = 0.067" 3-07 3-07 MAX TL DEFL = -0.001" @ 7'- 10.0" Allowed = 0.089" .r '' ' MAX TC PANEL LL DEFL = 0.038" @ 5'- 1.8" Allowed = 0.297" MAX TC PANEL TL DEFL = 0.036" @ 5'- 1.8" Allowed = 0.445" 3-07 9-03 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10 . 1' 12 12 MAX HORIZ. LL DEFL = 0.001" @ 6'- 8.5" M-4X6 MAX HORIZ. TL DEFL = 0.001" @ 6'- 8.5" 12.00 7 N12.00 3 9.0" Design conforms to main windforce-resisting AK /91:\ system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Truss designed for 9x2 outlookers. 2x9 let-ins •of the same size and grade as structural top chord. Insure tight fit at each end of let-in.Outlookers must be cut with c e and arepermissible at inlet board areas only.3x6A11 , ,rt it ,, �,o c) 1.5 l l l 3-07 3-07 l l l l 0-08 7-02 0-08 �<Q,ED €f4QINE4\ '92110' 9r" JOB NAME : POLYGON 6065-A - E1 Scale: 0.4575 ." .,,..w ..,. WARNINGS: GENERAL NOTES, unless otherwise noted: O �^ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual yL OREGON 4,tit �C(� Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2,244 compression web bracing must be Installed where shown,. incorporation of component Is the responsibility or the building designer. �j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced at <0 7 y 14 �O 4 Is the responsibility of the erector.Additional permanent bracing of 2'oF,and at 10'o.c,respectNeN unless braced throughout their length by Y r w A DATE: 4/23/2018 the overall structure is the responsibility of the building desl continuous sheathing or auch as plywoodsheathing(TC)aired ereshown e drywall(SC). [Vh l P p g fiacin 3.Installation Impact bridging or the bracing required where shown l a �R �� SEQ.: K4531639 4.Noloadshouldbeappliedmanycomponentunlllellera bracing and 4.Designasumestristes re tobee itaero-corrvscoeviror. (� fasteners are complete and at no time should any loads greater than 5. assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry contlilion"of guse. 5.CompuTmshasnocontroloverandassumesnoresponsibilityforthe 6.neceDesiassumesfollbearingatallsupportsshown.5hlmarwetlgelf EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. ry. z DePlates assesadequate dtedesiina sotspreeES April 24,2018 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces or truss,and placed sa their center I+ TPNMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc✓CompuTws Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 53 2-5=(-109) 297 5-3=( -44) 150 2x6 KDDF #16BTR T2 2-3=(-510) 123 5-6=( -39) 60 5-4=( -94) 323 BC: 2x4 KDDF #166TR LOADING 3-4=(-297) 100 4-6-(-430) 222 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 6.0" V TC LATERAL SUPPORT 24"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 2'- 6.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -132/ 572V -48/ 87H 5.50" 0.92 KDDF ( 625) TC CONC LL( 104.2)+DL( 29.2)= 133.3 LBS @ 2'- 6.0" 6'- 0.0" -184/ 496V 0/ OH 5.50" 0.79 KDDF ( 625) NOTE: 2x4 BRACING AT 24"01 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I OVERHANGS: 8.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.005" @ 2'- 7.1" Allowed = 0.254" ** For hanger specs. - See approved plans MAX TL DEFL = -0.007" @ 2'- 7.1" Allowed = 0.339" 2-05-08 3-06-08 SEASONED LUMBER IN DRY SERVICE CONDITIONS 133.308 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 10.3" 12 12.00 F77 M-4x6 Design conforms to main windforce-resisting M-3x4 system and components and cladding criteria. 4 -, Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), aJ MIMI load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 t 0 I N o AMIN'I ,. C3 5 6 M-3x4 M-3x6 M-1.5x3 J. J. 1 2-04-04 3-07-12 J. 1 J. 0-08 6-00 p r,5 NGIN SFR �0 w 2 `� 9200PE v1- JOB NAME : POLYGON 6065-A - J3 Scale: 0.5749 n.. WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder and erection contractor should be advised of all General Notes 1.This design is basad only upon the parameters shown and is for en Individual �� % OREGON �� Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,t4 compression web bracing mast be installed where shown«. incorporation or component is the responsibility of the building designer. �j 20�t's A� 3.AddBional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braces at �O -7 Y y w C_ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at ea o.c.respectively as ety unless braced throughout their length by ([•�s �S DATE: 4/23/2018 the overallawdure is the responsibility rine buildingcontinuous sheathing such as plywood sheet mhorEO)and/or drywall(BC). NV p ty o designer. 3.2x Impact bridging or lateral bracing required where shown«« -R RIO_ SEQ.: K4 5 31 6 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. I� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. arta are Design ss"dry Anaidan of use. 5.CompuTrus has no control over and assumes no responslbllRy for the a necessary.assumes full bearing at all supports shown.Shim or wedge 11 EXPIRES: 12-$1-2019 fabrication,handling,shipment and Installation or components. smen pth by 7.Plates hassumes adequate drainagePIs truss,provided. April 24,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIIWICA In SCSI,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sca of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 DF 2400F LOAD DURATION INCREASE = 1.15 1- 2=( -260) 247 1- 8=(-344) 1852 1- 2=(-1894) 343 10- 6=( -122) 280 BC: 2x6 DF 2250F; SPACED 24.0" O.C. 2- 3=(-2079) 314 8- 9=(-175) 1520 2- 8=1 -123) 277 6- 7=1-1893) 345 2x9 DF 2900F 02 3- 4=(-1085) 278 9-10=(-175) 1356 B- 3=( -90) 1136 WEBS: 2x9 DF 2900F LOADING 4- 5=(-1085) 278 10- 7=(-333) 1589 3- 9=( -994) 263 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2078) 313 9- 4=( -259) 1193 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -243) 243 9- 5=( -873) 263 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 5-10=( -55) 999 "" For hangers - Seeapprovedplans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA specs. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -140/ 931V -289/ 289H 3.50" 1.49 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 2.0" -140/ 931V 0/ 0H 3.50" 1.49 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-01 11-01 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f 1f T MAX LL DEFL = -0.084" @ 7'- 1.0" Allowed = 1.079" 3-02 4-02-08 3-08-08 3-08-08 4-00-03 3-04-05 MAX TL DEFL = -0.140" @ 11'- 1.0" Allowed = 1.439" f 'f 'f 4' 'f 'f 4' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.130" @ 21'- 10.5" 12.00 7 N12.00 MAX HORIZ. TL DEFL = 0.214" @ 21'- 10.5" 4.0" 4 Design conforms to main windforce-resisting iiDesign and components and cladding criteria. Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x6 M-3x6 in the plane of the truss only. 11111111 M-3x6 �:r _ � M-3x6 64 iggi M-1.5x3 '5.14-6x6 M-3x6 PiiiiiiiiiiIheNr1IIIreS4441Irb4tIrttI,(b...4rs;IIb..4,*IIb...*%r M-1.5x3 ►� i I 1 t�*M-10x10 M-7x8 ++ 7 0 0 z18.00 8.00 N, 12 12 {�, p ter y 7-01 y 4-00 y 4-00 y 7-01 y ��T`�D r ROrCsA ), y y y C��tJGINEFR V, 7-01 8-00 7-01 .If22-02 y 89200PE 9r' JOB NAME : POLYGON 6065-A - D4 ` /�.� Scale: 0.2038 C'.) `�. WARNINGS: GENERAL NOTES, unless otherwise noted: lI ,L.OREGON oto t.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual I� �j Truss: D4 and Warnings before construction commences. budding component.Applicability of design parameters and proper *7'1 y �O �� incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+. Imo. f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top act bottom chortle to be laterally braced at is the responsibility of the erector.Additional permanent bracing of con2'op.and at 10'o.c.respectively unless braced throughout their length by �R RIO_ DATE: 4/24/2018 the overall structure is the responsibility f the building designer. 20Impact sheathing euehasadrg re aired hens own++wall(BC). 7� l� ponsi N o g goer. 3.2x bridging or laterel bracing required where shown++ S E K4 5 316 41 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. 4 fasteners are complete and at no time assumes trusses are to to used in a noncorrosive environment,Design Des should any loads greater than 5. i design leads be applied to am component. and arefor"dry condition"of use. EXPIRES: 12-31-2019 TRANS ID: LINK 6.Design assumes full bearing esupports sown. m or we at hShim it S.CompuTms has no control over and assumes no responsibility for the ne�eaaa,y. April 24,2018 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIAARCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits Indicate she of plate In inches. MiTek USA,Ino./CompoTrus Software 07.6.H-8P2(1 L)'E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(-5) 134 6-3=(0) 152 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-254) 58 6-4=(-5) 134 WEBS: 2x4 KDDF STAND 3-4=(-254) 59 LOADING 4-5=( 0) 53 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -65/ 377V -97/ 97H 5.50" 0.60 KDDF ( 625) 7'- 2.0" -65/ 377V 0/ OH 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 3-07 3-07 MAX LL DEFL = -0.000" @ 7'- 10.0" Allowed = 0.067" ,' ,. I MAX TL DEFL = -0.001" @ 7'- 10.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.038" @ 5'- 1.8" Allowed = 0.297" 12 12 MAX TC PANEL TL DEFL = 0.036" @ 5'- 1.8" Allowed = 0.445" M-4x6 12.00 12.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS 34.0" MAX HORIZ. LL DEFL = 0.001" @ 6'- 8.5" Ak MAX HORIZ. TL DEFL = 0.001" @ 6'- 8.5" Alli:Iiii\ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140mph, h=16.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o Lo o 0 0 .5 l l b 3-07 3-07 l y b l 0-08 7-02 0-08 ,c��ED PROk-6. �„�5 04 NEFR /Q2 :9200PE r-- JOB NAME : POLYGON 6065-A - E24/i/it...0000." .... Scale: 0.5079 , WARNINGS: GENERAL NOTES, unless otherwise noted: O �^ • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the paremetera shown and Is for an individual y OREGON to Truss: E2 and Warnings before construction commences. building component.Applicebility of design parameters and proper we g mu incorporation of component is the responsibllky of the building designer. ,4 A t 2.2x4 compressionb bracing must be installed where shown t. 2.Design assumes the top and bottom chords to be lateraly braced at L<O -C y 1 A 2-O`�'Y� 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respeWNey unleae braced throughout their length by Y t Al is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)andlor drywall(SC). l DATE: 4/23/2018 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. MFR RIO., SEQ.: K4 5 316 4 2 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. (l fasteners are complete and at no time should any mads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are or"dry condition'of use. 5.CompuTnfs has no control over and assumes no responsibility for the 6 Design ssumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12=31=2019 fabrication,handling, ry edlsujecaotlmslmigonofet forth byt�. 7.Design siratass umes caedaon drainage is provided. AP1) 24,2018 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TP,WTCA in SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc/CompuTrtls Software 7.6.8(1 L)-E N.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-76) 92 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: 8.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -4/ 275V -44/ 113H 5.50" 0.44 KDDF ( 625) 3'- 2.8" -135/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 54V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING:Jts:2,3,4 BOTTOM CHORD CHECKED FOR LOPS£LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 3-03-08 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" ,r 'r MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.113" MAX TC PANEL LL DEFL = 0.022" @ 1'- 10.1" Allowed = 0.271" 12 MAX BC PANEL TL DEFL = -0.022" @ 3'- 1.4" Allowed = 0.339" 3 12.00F77 MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS �4 MAX HORIZ. LL DEFL = -0.001" @ 3'- 2.8" MAX HORIZ. TL DEFL = 0.001" @ 3'- 2.8" • 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, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. M M /- o O I 0 �4 CD1 M-3x4 )' )' 1 0-08 6-00 oaG1NFFR /0 2 :9200PE vT JOB NAME : POLYGON 6065-A - J4 . Scale: 0.6009 WARNINGS: GENERAL NOTES, unless otherwise noted: t'° �. r.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for aniMNidual -9I 47 OREGON mac(/ Truss: J4 and Warnings before construction commences. building component.Applicability of 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. 2 �� 3.Atldftiowl temporary bracing to insure shbilily tludng construction 2.Design assumes the top and bottom chords to be laterally braced at <O '9Y 14, v is the responsibility of the erector.Additional permanent bracing of 2'oz.and at 10'o.c.respectively unless braced throughout their length by `'F y DATE: 4/23/2018 the overall structure is the responsibility ofthe building tlasi continuous sheathing such as plywood required rate shown and/or tlrywall(BC). NV p ty g gner. 3.2x Impact bridging or lateral bracing where shown++ �R RIO- SEQ.: K4 5 3164 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and aremor unresdry 11 bearingition"of at 5.CompuTmshas nocontrol over and assumes noresponsibility for the 8.Deessiignassumesfullbearingatallsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 fabrication,handling,shipmentryq uao the aionsfecomponents. 8.Designassumesbe lc edoaneoth fceiopross,an April 24,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP VW1CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,InoiCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mfiek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-02-00 GIRDER SUPPORTING 35-10-12 FROM 0-00-00 TO 15-00-00 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 22-02-00 GIRDER SUPPORTING 21-08-09 FROM 16-00-00 TO 22-02-00 1- 2=(-8609) 1920 1- 6=(-1244) 5650 1- 2=(-8604) 1920 4- 8=( -466) 2619 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5488) 1394 6- 7=(-1238) 5620 6- 2=( -852) 9360 4- 5=(-7416) 1658 WEBS: 2x9 KDDF STAND; 3- 4=(-5490) 1394 7- 8=(-1020) 4846 2- 7=(-2756) 766 2x6 KDDF 92 A LOADING 4- 5=(-7416) 1658 8- 5=(-1022) 4864 7- 3=(-1856) 7402 LL = 25 PSF Ground Snow (Pg) 7- 4=(-1598) 510 TC LATERAL SUPPORT <= 12"OC. LION. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 22'- 2.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 923.7)+DL( 308.1)= 731.8 PLF 0'- 0.0" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 15'- 0.0" TO 22'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 296.1)+DL( 167.3)= 913.4 PLF 16'- 0.0" TO 22'- 2.0^ V 0'- 0.0" -1890/ 6371V -290/ 290H 3.50" 13.39 KDDF ( 625) M-1.5x9 or equal at non-structural 22'- 2.0" -1504/ 6717V 0/ 011 3.50" 10.75 KDDF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. J 'C ( 2 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Attach 2 ply with 3"x.131 DIA GUN nails staggered: Caution: Note bearing area requirements. 9" oc in 1 row(s) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.066" @ 11'- 1.0" Allowed = 1.079" 9" oc in 1 row(s) throughout 2x9 webs, MAX TL DEFL = -0.115" @ 11'- 1.0" Allowed = 1.939" 9" oc in 2 row(s) thIoughout 2x6 Webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS a• For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.021" @ 21'- 10.5" MAX HORIZ. TL DEFL = 0.035" @ 21'- 10.5" 11-01 11-01 T T T 5-07-06 5-05-10 5-03-14 5-09-02 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6 12.007 N12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.0" load duration factor=l.6, 3 4'2, Truss designed for wind loads i.�, in the plane of the truss only. ' M-2.5x4 or equal at non-structural diagonal inlets. M-2.5x4 TYPICAL AT NON- Il STRUCTURAL HORIZONTAL INLETS. M-3x12 `M-3x12 li i1IiII11l1I ,, • 7, i� ll��ee j _I- 0 1 aM-12x14 M-5x12 0.25"7 M-3x12 M-12x14 05 o S���ED PROP. =M-1Ox10(S) l ), l 1 ), C� ANG I N EFR /�A- y 5-07-06 5-05-10 5-05-10 5-07-06 y GV 2.9 22-02 a zoaPE JOB NAME : POLYGON 6065-A - DG 1 , Scale: 0.1851 O yG OREGON wWARNINGS: GENERAL NOTES, unless otherwke noted: *_1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indidual " 1�Truss: gg and Wamings before construction commences. building component.Applicability of design parameters and proper <O '7 4/ n0 �2.2x4 cora b b2cin st be installetl where shown+, incorporation of component Is the responsibility of the building designer. 4pression we g mu 2.Design assumes the top and bottom chortle to be laterally braced at . e3.AtltlRioneI temporary bracing to Inwre stability during conshuction 7 o.c.and at1O o.c.respectively uniese braced throughout their length by 111 .Rni+is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). nyvDATE: 4/24/2018 the overall structure is me responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K4531644 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbifty of the respective contractor. fasteners are complete and at no See should any bads greater than 5.Design assumes trusses are b be used in a noncorrosive environment, EXPIRES: 12-31:20:..........„.rz......... TRANS I D: LINK design bads be applied to any component. and are for-dry condition"arose. 5.CempuTrus has no control over and assumes no responsibility for the 6.Designassumesfull bearing at all supports shown.Shim or wedge if April 24,2018 • fabrication,handling.shipment and installation of components. ry 7.Plates assumes adequate othi face is truss. 6.This design is famished subject to the limkatSoftware set forth by 8.Plates shall be located on both faces of truss,and placed so-1918 center TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com nlrus Software 7.6.8 1 L)-E 9.De,ita indicate accts of plate In inches. P ( 10.For basic connector Oc ntpateinignvaiues see ES R-1371,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 109 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -12/ 302V -55/ 136H 5.50" 0.48 KDDF ( 625) 4'- 0.8" -132/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 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 = -0.000" @ 0'- -8.0" Allowed = 0.067" 4-01-08 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 1 f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.071" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.094" 3 ' MAX TC PANEL LL DEFL = 0.043" @ 2'- 3.1" Allowed = 0.350" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 0 MAX HORIZ. LL DEFL = -0.001" @ 4'- 0.8" MAX HORIZ. TL DEFL = -0.001" @ 4'- 0.8" 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, MWFRS(Dir), ,-1 load duration factor=l.6, ko Truss designed for wind loads o in the plane of the truss only. 0 N r� o I -1 0 1 M-3x4 i' l )' 0-08 6-00 .NGtNE�R /O 2 `�� 89200PE r JOB NAME : POLYGON 6065-A - J5 � �� Scale: 0.5437 ..„ +" I WARNINGS: GENERAL NOTES, unless otherwise noted: O 4r t.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 lI w OREGON �zo Truss: J5 end Wamings before construction commences. building component.Applicability of design parameters and proper II j� 2.2z4 compression web bracing must be Installed where shown i. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chorda to be laterally braced at /0 q y 14, Zo P-*� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at l0'o.c.respectively unless brecetlthroughou[their bngm by 'S continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NV DATE: 4/23/2018 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown a• �R 1 SEQ.: K4 5 316 4 5 4.No load should be applied to any o timecomponent until after all bracing and 4.Installation of truss is the responsibisy of the respective contractor. !� 1. fasteners are complete and at no time should am loads greater than s.Design assumes trusses are to be used in anon-corrosive environment, TRANS ID' LINK design loads be applied teany component. and are or"dry condition.of use. S.CompuTrus has no control over and assumes no responsibility for the a nOecessessumesfullbearingatellsupportsshown.Shimorwedgel! EXPIRES: 12-31-2019 fabrication,handlin ryr� r� qp g.ed Sujcao telagaaiamsfet forheyh. 0.Pates sjrll meled oneothi fae isprusse A rII 24,2 18 8.This design Is fumlahed subject to the limitations set forth by e.Plates shall be located on both(aces of truss,and placed so their center r TPIIWIIA In BCSI,copies of whkh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,InoiCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-4=(0) 0 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-141) 126 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: 8.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 327V -65/ 159H 5.50" 0.52 KDDF ( 625) 9'- 10.7" -127/ 158V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,3,4 I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 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/290, TL=L/160 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 4-11-08if 1 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" 3 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.096" @ 2'- 10.1" Allowed = 0.928" MAX TC PANEL TL DEFL = -0.093" @ 2'- 10.2" Allowed = 0.643" 0 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.002" @ 4'- 10.7" 12.00 MAX HORIZ. TL DEFL= -0.002" @ 4'- 10.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. ul, o r- N O M-3x9 J' 0-08 y y 6-00 t��-° PR°FFs G'NEs .. 06) o 2� 9r� 89200PE JOB NAME : POLYGON 60 65-A - J6 Scale: 0.4988 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised stall GenerelNotes 1.This design lebased only upon the parasetereshown and lsbranlndNldual -T7� ,�OREGON fi(/ 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 responsibiltty of the building designer. �j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at //� -7 y y 4 2.°\ �4 is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively as plywood alike braced throughout their length by L/ 1 r sheathing such as plywood here)and/orcrywall(BC). C DATE: 4/23/2018 the overall structure Is the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown c c R R{L\- SEQ.: K4 5 3164 6 4.No mad should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK 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 8.Design assumes full bearing at an supports snows.shim or wedge it EXPIRES: 12-31=2019 fabrication,handling,shipment and installation of ry s smell components.h 7.Design laessassumes atledon drainage is truss, April 24,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in BCS(,copies of which will be furnished upon request. lines coincide wtth Joist center lines. B.Digits indicate sde of plate in Inches. MITA USA,Ira./CompuTrus Software 7.6.8(1 L)-E 10.Far basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 7-09-00 GIRDER SUPPORTING 21-08-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-620) 238 4-5=(-390) 446 4-1=(-1202) 350 5-3=( -286) 772 BC: 2x6 DF 2250F 2-3=(-620) 238 5-6=(-130) 182 1-5=( -286) 772 3-6=(-1202) 350 WEBS: 2x4 OF 2400F; LOADING 5-2=( -252) 568 2x6 DF 2400E A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 246.1)+DL( 187.3)= 433.4 PLF 0'- 0.0" TO 7'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"01. UON. 0'- 0.0" -491/ 1928V -297/ 297H 5.50" 3.08 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 7'- 9.0" -491/ 1928V 0/ OH 5.50" 3.08 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TC PANEL LL DEFL = 0.033" @ 5'- 6.1" Allowed = 0.298" 9" oc in 2 rows) throughout 2x6 webs, MAX TC PANEL TL DEFL = -0.009" @ 5'- 7.6" Allowed = 0.447" 9" oc in 1 row(s) throughout 2x4 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.001" @ 7'- 6.2" 3-10-08 3-10-08 MAX HORIZ. TL DEFL = 0.001" @ 7'- 6.2" 1 1' 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 12.00 V 12.00 4.0" Wind: 140 mph, h=15.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loa duration l� Enddvertical(s)aare rexposed to wind, Truss designed for wind loads \3x6 in the plane of the truss only. M-3x6 /- \ /1 -,, o AIIL o rn o, 0 0 I I ko 4 5 6 M-3x6 M-3x8 M-3x6 • J' 3-10-08 y 3-10-08 y �RD PROFFss J. 09 y �cNGINFFi4 /0 :92.0' r JOB NAME : POLYGON 6065-A - E3 ` Scale: 0.2559 ... ' WARNINGS: GENERAL NOTES, unless otherwise noted: O A'C 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual 7L OREGON �� Truss: E3 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. `` �j 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at IO -7 y y^ t•SO to- le me responsibility of the erector.Additional permanent bracing of z o.c.and aI 10'o.c.respectiuety unless braced throughout their length by 1`4 1 !'� continuous sheathing such es plywood shoe where and/or drywsll(BC). NV DATE: 4/23/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �•Rn 1 �, SEQ.: K4531647 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNecontreGor. !l M fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a nonaonoslve environment, "dry con TRANS ID: LINK design bads be applied to any component. and are forumestcdgon"Dress. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Des assumes llbearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7ry. .Design assumes adequate thfageiotrusided.s,an April 24,2018 6.This design k furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate else of plate In Inches. MiTek USA,Inc./CompuTros Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR.1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2X9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-9=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-170) 194 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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: 8.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -32/ 35097 -76/ 183H 5.50" 0.56 KDDF ( 625) 5'- 8.8" -121/ 17597 0/ OH 1.50" 0.28 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 125V 0/ OH 5.50" 0.20 KDDF ( 625) Full height blocking is required at right bearing BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,9,3 5-09-08 ` ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I ;I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.201" @ 3'- 5.9" Allowed = 0.507" I) MAX TC PANEL TL DEFL = -0.177" @ 3'- 3.7" Allowed = 0.760" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.8" 12.00 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,ti load duration factor=1.6, j Truss designed for wind loads N in the plane of the truss only. 0 jD O ,o P-2. 111.1111111111. 1 C�� q�� 0 M-3x4 J. 1 J. 0-08 6-00 �`��D PRQ}4.6., �NGIN�F�4 s% 2 �� :9200PE of JOB NAME : POLYGON 6065-A - J7 Scale: 0.9755 WARNINGS: GENERAL NOTES, unless otherwise noted: Q Z. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '9t. , OREGON ��(/ Truss: J7 and Warnings before constvction commences. building component.Applicability of design parameters and proper 2.2x4 compresGan web bracing must be installed where shown«. incorporation of component is the responsibilRy of the building designer. �� 3.Additional temporary bracing to insure stabildy during construction 2.Design assumes the top and boflom chards to be laterally braced at x0 Y O Is Me responsibility of the erector.Additional permanent bracing of 7 o.c.and at 17 o.c.respectively unless braced throughout their length by O +4 a ^ DATE: 4/23/2018 the overall structure is the responsibility f the building tlesi continuous sheathing such as plywood eheething(TC)and/or drywall(BC). �/ p ty g g soar. 3.ar Impact bridging or lateral bracing required where shown«« FR R i L\- SEQ.: K4531648 4.No load should be applied to any component until after all bracing and 4. stall 1 ft th Pc buy fth pact 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 ID LINK design madabeapplied loany component. andareor"rn hvlliearingatal 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary. seam's NII bearing al all supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 24,2018 TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 5.Digits Indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Weft) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 53 2-5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-229) 149 3-4=( -50) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 7.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 352V -84/ 2159 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 134V 0/ OH 5.50" 0.21 KDDF ( 625) 6'- 0.0" -173/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING;Jts:2,5,3 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 1113 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.000" @ 6'- 7.5" Allowed = 0.062" MAX TL DEFL = -0.001" @ 6'- 7.5" Allowed = 0.083" MAX TC PANEL LL DEFL= 0.205" @ 3'- 7.4" Allowed = 0.527" MAX TC PANEL TL DEFL = -0.205" @ 3'- 5.1" Allowed = 0.790" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. tiWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 oload duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m Iu10 J' b l 4\< O P%Op�ss 0-08 6-00 0-07-08 ,�5 0AGINeFR /0 2 C 89200PE 9r JOB NAME : POLYGON 6065-A - J8 Scale: 0.4495 WARNINGS: GENERAL NOTES, unless otherwise noted: 0 Ct. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an lndkldual -yG ,�OREGON Ai Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper z.z.4 compression web bracing mum be Installed where mown�. incorporation of component is the responsibility of the building designer. �j 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bottom chords to be laterally braced at </,\ '7 y 14 AO Istheresponsibility of the erector.Additional permanent bracing of Ton.a and at eathin.respectively unless bracedthroughouttheir length by �„/ a (� ^� continuous sheathing such as plywood sheet whereC)and/or drywall(BC). 1/Vt DATE: 4/23/2018 the overall structure Is the responsibility of the building designer. 3.Sc Impact bridging or lateral bracing required shown t• FR R I O, SEQ.: K4 5 316 4 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design mads be applied to any component. and are ro dry condition"of use. 5.CompuTms hes no control over and assumes no responsibility forth 8.DeeNgn assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling, necessary. edisujectoeiealmitaitinsretforthby 0.Pesignhall elcteddrainage iotprovided.uss.an April 24,2018 0.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate In inches. MiTek USA,InnfCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-300) 262 3-4=(-111) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 8.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 329V -97/ 229H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) 5'- 11.2" -260/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) ', BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 5.5" -72/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [PROVIDE FULL BEARING;Jts:2,5,3,4 4 IOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.118" @ 2'- 9.1" Allowed = 0.527" MAX TC PANEL TL DEFL = -0.109" @ 2'- 11.9" Allowed = 0.790" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12MAX HORIZ. LL DEFL = -0.005" @ 5'- 11.2" 12 • MAX MAX HORIZ. TL DEFL = -0.004" @ 5'- 11.2" 12.00 c 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, .y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=1.6, pTruss designed for wind loads ti in the plane of the truss only. r M O Li, M-3x4 ,I, i• 6-00 1 1-05-08 y ���E� PROF�s6 s447..."'"...'•'• � GINE' R /a 2 ' ' 89200PE yr JOB NAME : POLYGON 6065-A - J9 Scale: 0.4147 -.. ,. - WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised or rill General Notes 1.This design is based only upon the parameters shown and Is for an individual -y OREGON '�(/ Truss: J9 and Wambgs before construction commences. building component.Applicability of design parameters and proper ]� 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. ' /j- 20 -k- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unlesschob,to be laterally braced at ��77 d 17 is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively braced throughout their length by T f /f P DATE: 4/23/2018 the overall structure Is the res onsibik f the buildingcontinuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). VV'1 p y o designer. 3.20 Impact bridging or lateral bracing where shown++ �RIO_ SEQ.: K4 5 3165 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss issees Crepo besed bnenc a billthe cove contractor. 5.Desenvironment, fasteners are complete and at no time should any loads greater thanand illi assumes TRANS ID: LINK design bads be applied to any component. B.Design for"dry cltlbearinfut all supports shown.shim or coact r 5.Compurrushasnocontroloverandassumesnoresponsbiliyforthe cog assumes bearing wedge EXPIRES: 12-31-2019 ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 24,2018 24,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BC81,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connecter plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 55 2- 7=( 0) 0 7- 3=( 0) 61 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2- 3=(-220) 151 3- 8=(-55) 48 3- 4=(-122) 87 WEBS: 2x9 KDDF STAND 3- 4=(-122) 87 8- 9=(-66) 55 8- 4=(-19B) 128 LOADING 4- 5=( -80) 70 4- 9=( -44) 61 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -9) 4 9- 5=(-105) 96 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -131/ 468V -35/ 126H 5.50" 0.75 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 6.2" -96/ 437V 0/ OH 5.50" 0.70 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 8'- 10.3" 0/ 306V 0/ OH 5.50" 0.46 KDDF ( 625) 11'- 9.8" -47/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,3,B,9 9-00 2-09-12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ,� 1 ` VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 3-08 5-00-08 2-09-08 0-03-12 MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" T ' 'f' 1 Q MAX TC PANEL LL DEFL = 0.024" @ 1'- 10.6" Allowed = 0.157" 12 12 MAX TC PANEL TL DEFL = 0.028" @ 1'- 10.6" Allowed = 0.236" 3.00 v 5.00 D MAX TC PANEL LL DEFL = -0.056" @ 6'- 5.6" Allowed = 0.346" MAX TC PANEL TL DEFL = -0.070" @ 6'- 5.6" Allowed= 0.519" MAX TC PANEL LL DEFL = 0.007" @ 10'- 2.7" Allowed = 0.158" MAX TC PANEL TL DEFL = -0.007" @ 10'- 2.7" Allowed = 0.237" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-1.5x3 MAX HORIZ. LL DEFL = -0.001" @ 11'- 4.3" 5 6 -f MAX HORIZ. TL DEFL = -0.001" @ 11'- 4.3" 111111111111111 M-5x12 Design conforms to main windforce-resisting system and components and cladding criteria. Li Q� Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .-i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, M-9x9 M End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. cr 2 ti M 'I� M-1.5x3 M-3x4 o 1 ► 7 I o M-3x4 M-1.5x3 1 1 1 1 3-06-04 5-04 2-11-08 2-00 3-08 8-01-12 1 1 Ep PROF 11-09-12 COQ\\0 0G,1NF€ 5'/02 `C' - 89200PE 9<' JOB NAME : POLYGON 6065-A - Fl Scale: 0.3880 WARNINGS: GENERAL NOTES, unless otherwise noted: Q t2^' 1.Builder and erection contractor should be adoeled or all General Notes 1.This design Is based only upon the paramoters shown and is for an Indluidusi -57I ",OREGON oto Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper II incorporation of component is the responsibility of building designer. 2.0 �1 2.2x4 compression web bracing must be instated where shown+. ^LOfP° W dY e ..{i_, tia. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O Y is the responsibility of the erector.Additional permanent bating of 2'o.c.and attn.o.c.respectivety unless braced throughout their length by `4 f DATE: 4/23/2018 the overall structure is the responsibility of building continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). p ty o g designer. 3.2x impact bridging or lateral bracing required where shown++ iliFR F311-‘- SEQ.: K4 5 31651 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. fasteners are complete and at no time should any meas greater man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design mads be applied to any component and are for"dry condition"aruse. 5.CompuTrus has no control over and assumes no responsibility for the ncessa 6 Design eassumes Nllbearing ataflsupports shown.Shim orwedge if EXPIRES: 12-31-2019 ry fabdcatIon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 24,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPW.?CA In BCS(,copies ofwhmh will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE _ 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-399) 303 3-4=( -99) 91 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 330V -108/ 252H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) 5'- 11.2" -251/ 376V 0/ OH 1.50" 0.98 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 3.5" -12/ 14V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,5,3,9 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 9 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" 0 MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.166" @ 2'- 11.7" Allowed = 0.527" MAX TC PANEL TL DEFL = 0.199" 0 2'- 11.7" Allowed = 0.790" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ 8'- 2.8" MAX HORIZ. TL DEFL = -0.005" @ 8'- 2.8" 12 3 12.00 17 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ti Truss designed for wind loads I in the plane of the truss only. co 0 ro rn r:1' -/ 1 1N. 5►� 0 M-3x9 vPROF o-08 6 00 l 2-03-08 y ��� GINE 6. c Cw :92+0-- vv JOB NAME : POLYGON 6065-A - J10 "" Scale: 0.3758 .. WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for anindNidual �I 4.OREGON �� Truss: J10 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown i. Incorporation of component Is the responsibility of the building designer. �j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bodom chords to be laterally braced at -7 Y 2,O Is the responsibility of the erector.Additional permanent bracing of 22''o.c.and at 10'o.c.respectively unless braced throughout their length by O s V� DATE: 4/23/2018 the rattstmaurelsthe res bili of deal ntlnuouaaneatmngI t elbas Plywooasnemmng(Te>anmordrywan(fic). responsibility o g designer. 3.2x Impact bridging or lateral bracing required where shown t t �R R 11 1� SEQ.: K4 5 3165 2 4.No load should be rete atl to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 1 fasteners are complete and at no time should any loads greater man s.Design sesames trussesm c aeeee are to be uses a nonorrosive envienvironment,ironme . TRANS ID• LINK design bads be applied to any component. and ereror^aycondieon oruee. 6.CompuTrushas nocontrol over and assumes noresponslbllityfor the necessary. 8 Dsignss mesfullbearingatallsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 fabrication,handling,shipment and installation eeat:oofcomponents. 7.Design assumes adequate drainage is provided. April 24,20 18 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r+ TPIAVICA In 01ST,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sloe of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E I0.For basic connector plate design values see ESR-1311,ESR-191313(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-399) 347 3-4=(-106) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 329V -119/ 275H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) 5'- 11.2" -262/ 387V 0/ OH 1.50" 0.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 1.5" -40/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING:Jts:2,5,3,4 4 -/ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 jf) MAX LL DEFL = -0.000" @ 0'- -B.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.109" @ 3'- 4.9" Allowed = 0.527" MAX TC PANEL TL DEFL = -0.108" @ 3'- 2.5" Allowed = 0.790" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 9'- 0.B" MAX HORIZ. TL DEFL = -0.006" @ 9'- 0.8" 12 [77g Design conforms to main windforce-resisting 12.00 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=l.6, ,,y Truss designed for wind loads uo in the plane of the truss only. 0 m M O N °11 of 1 - 5►-� 'r o M-3x4 �eEoPROF .6, 0-08y 6-00 b 3-01-08 y GIN��rR d% 2 c� 89200PE- -vr JOB NAME : POLYGON 6065-A - J11 Scale: 0.3571 WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should beadvised ofall General Notes 1.This design Is based only upon the parameters shown and is for an individual L. ,L.OREGON t(/ Truss: J11 and Warnings before construction commences. building component.Applicability of design parameters and proper t t 2.204 compression web bracing must be installed where shown 4. Incorporation of component is the responsibility of the building designer. `` �j (� '\ 3.Additional temporary bracing to insure stability during consirudion 2.Design assumes the top and bottom chards to be laterally braced at IO 7 y A V is the responsibility of the erector.Additional permanent bracing of 7 o.c.and a[10'o.c.racpactivaly unless braced throughout their length by s 4 A A continuous sheathing such as plywood sheat c,+n raj and/or drywell(BC). : 1Vh DATE: 4/23/2018 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ R R i L`' SEQ.: K4 5 3165 3 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design a es trusses are to be used in anon-corrosive environment. TRANS ID• LINK design roads be applied to any component. and are mr ry conditionor use.es 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 tion,handling, necessary. fabricator, shipment and Installation of components. T.Design assumes adequate drainage is provided. , p11I 24,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPINJICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTnis Software 7.6.8(1 L)-E 10.For basic connector plate design values see EB14-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-5=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-440) 393 3-9=(-120) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 8.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 326V -130/ 300H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) 5'- 11.2" -283/ 413V 0/ OH 1.50" 0.53 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.5" -69/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING;Jts:2,5,3,4 9 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I 0 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.099" MAX TC PANEL LL DEFL = 0.099" @ 3'- 9.9" Allowed = 0.527" MAX TC PANEL TL DEFL = -0.101" @ 3'- 2.5" Allowed = 0.790" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 9'- 10.7" MAX HORIZ. TL DEFL = -0.008" @ 9'- 10.7" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 12.00 Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ti Truss designed for wind loads Iin the plane of the truss only. a 0 0 rn O .� I N -/ O �� 5 -� • I o M-3x4 0-08y 6-00 y 3-11-08 y r›.' .v- ' -6> 02 `w 89200PE 9r. JOBNAME : POLYGON 6065-A - J12 1".Scale: 0.3319WARNINGS: GENERAL NOTES, unless otherwise noted: O "'1.Builder and ereptian contredar ahapld be advised at all General Nstea Tnia decign le booed Dory upon ne parameters ehawn o a is ror an inaroidualyG ,�OREGON � Truss: J12 and Wamings before construction commences. building component.Applkabllity of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Inco rporatlon of component Is the responsibility of the building designer. �j 2-°\ �� 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chords to be IateralN braced at IO ` ^ Is the responsibility of the erector.Adddlonal permanent bracing of 2'o.c,and at 10'o.c,respectNeN unless braced throughout their length by 'f e continuous sheathing such as ptywood sheaming(TC)and/or drywall(BC). NV ' DATE: 4/23/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��RIO_ SEQ.: K4531654 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Na responsibility of the respective contractor, i l 1� fasteners are complete and at no time should any loads greater than s.Design assumes trusses aro to be used in a non-corrosive environment, ' TRANS I D: LINK design loads be applied to any component. and are for dry condition ase. Design as 5.CompuTmshas mwntrolover and assumes noresponsibility for the 6 nnecessarygumesfullbearingatall supports shown.Shim orwedge lt EXPIRES: 12-31-2019 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. April 24,2018 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPLWTCA In 5051,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sae of plate In Inches. MTek USA,InciCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(0) 0 BC: 2x9 KDDF #1&13TR SPACED 24.0" O.C. 2-3=(-492) 396 3-4=(-185) 74 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 4-5=( -63) 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: 8.0" 9.5" TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 328V -138/ 337H 5.50" 0.52 KDDF ( 625) 5'- 9.2" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -280/ 413V 0/ OH 1.50" 0.53 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 10'- 0.0" -135/ 193V 0/ OH 1.50" 0.25 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING;Jts:2,6,3,4 5I 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" 4 MAX LL DEFL = -0.001" @ 10'- 9.5" Allowed = 0.079" MAX TL DEFL = -0.001" @ 10'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.098" @ 3'- 4.9" Allowed = 0.527" MAX TC PANEL TL DEFL = -0.101" @ 3'- 2.5" Allowed = 0.790" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 9'- 11.2" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. ,-I Wind: 140 mph, h=15.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 'i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, 0 Truss designed for wind loads tiin the plane of the truss only. m O N 0 M-3x4 ��EO PROFFs 0-08 6-00 y 4-09-08 y CS. �GNGtNEF�4 s/�2 (� :9200PE 9T JOB NAME : POLYGON 6065-A - J13 Scale: 0.3116 WARNINGS: GENERAL NOTES, unless otherwise notedQ 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 "G 4,OREGON Q1.0 Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. {' •T s ��� �� 3.Additional temporary baring to insure stability during coneconstruction2.Design assumes the top and bottom chords to be laterelN braced at / 2'o.c.and at 10 o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent tracing of /O overall structure is me responsibility of building deal continuous sheathing such as plywood sheathing(TC)enNor drywell(BC). DATE: 4/23/2018 the ove P ty o g gner. 3.2z Impact bridging or lateral bracing required where shown++ Ili -R n 1 SEQ.: K4531655 4.Noload should be applied to any component until eller ail bracing and 44..Deallation of RUSS is the erepebe responsibility non-corrosive respectiveetIof environment, / 1T lr fasteners are complete and at no time should any loads greater man sign assumes TRANS ID: LINK design loads be applied to any component. and arebrarymnalnen erase. S.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing et NI supports shown.Shim or wedge if EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provked. April 24,2018 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPII4KCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InofCumpuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-f885(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-522) 479 3-4=(-227) 163 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=) -55) 27 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: 8.0" 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 328V -154/ 350H 5.50" 0.52 KDDF ( 625) 5'- 9.2" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -281/ 403V 0/ OH 1.50" 0.52 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9'- 11.2" -133/ 190V 0/ OH 1.50" 0.24 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11'- 7.5" -21/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) 5 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 ' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' o VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -8.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.101" @ 3'- 4.9" Allowed = 0.527" MAX TC PANEL TL DEFL = -0.105" @ 3'- 2.5" Allowed = 0.790" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.010" @ 11'- 6.8" MAX HORIZ. TL DEFL = -0.010" @ 11'- 6.8" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h16.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. CO /// 6o ��E° PPOp p. 0-08 6-00 y 5-07-08 y �� �C.NGiNFFR s/p2 `tw9200PE 9' JOB NAME : POLYGON 6065-A - J14Ir. Scale: 0.2953A "' WARNINGS: GENERAL NOTES, unless otherwise noted' © CC 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: J14 and Warnings before construction commences. building component.Applicabiliyofdesign parameters and proper yL ,OREGON /..• 2.254 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. j /� 3.Additional temporary bracing to insure stability during constructbn 2.Design assumes the top and bottom chords to be laterally braced at <0 -7 y 1 4 A v �� Is the responsibility of the erector.Additional permanent bracing of To.c.and a110'o.c.respectivaty unless braced throughout their length by 4/1 -. a 4 11 continuous sheathing such as plywood shred where el and/or tlrywall(BC). � �� DATE: 4/23/2016 the overall structure is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown++ SEQ.: K4 5 3165 6 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete dna at no time should any loads greater than 8.Design assumes trusses are to be uses In a nonaonosive environment, and are for"dry condition"of use. TRANS I D: LINK design loads be applied to any component. s.cam T us has no control over end aswmes no re 6.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu sponsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 24,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIIWTCA In BCS',copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 53 2-6=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-557) 513 3-4=(-265) 198 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -66) 47 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: 6.0" 0.0" TOTAL LOAD= 92.0 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/ 328V -163/ 371H 5.50" 0.52 KDDF ( 625) 5'- 9.2" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -283/ 402V 0/ OH 1.50" 0.51 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 9'- 11.2" -147/ 211V 0/ OH 1.50" 0.27 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12'- 3.5" -41/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERT/CAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.000" @ 0'- -B.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 0'- -B.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.102" @ 3'- 4.9" Allowed = 0.527" MAX TC PANEL TL DEFL = -0.106" @ 3'- 2.5" Allowed = 0.790" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.011" @ 12'- 2.6" MAX HORIZ. TL DEFL = -0.011" @ 12'- 2.8" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,y (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind loads 0 in the plane of the truss only. I Cu ri rat O I 'XII- �� u 0 l =� 6�_� O M-3x9 ), ), l ), �<<:cNGPNE<cn�So 0-08 6-00 6-03-08 �� V •T /L 89200PE 9t' JOB NAME : POLYGON 6065-A - J15 ., Scale: 0.2872 - r WARNINGS: GENERAL NOTES, unless otherwise noted: Q Cr 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 indNldual ^9G ,�O REG O N �� Truss: J15 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 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 lateralty braced at < -7 y ,1 �O is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by O 4 a f A DATE: 4/23/2018 the overall structure is the responsibility of building designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). NV 5 ponsi ty o g3.2x Impact bridging or lateral bracing required where shown.« 'R 1-k- S E Q.: K4 5 3165 7 4.No load should be applied to any Seecomponent until aftersall cing and 4.Installation of truss is the responsibility of the respective etmctor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroalve environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 6. 5.CompuTrus hes no control over and assumes no responsibility for the Deeecelg �sumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 24,2018 8.This design Is belched subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center p� TPUW(CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate stye of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 9.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-4=(0) 0 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. 2-3=(-77) 33 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: 19.3" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -107/ 969V -9/ 79H 5.50" 0.75 KDDF ( 625) 1'- 9.2" -41/ 91V 0/ OH 5.50" 0.15 KDDF ( 625) LL = 25 NSF Ground Snow (Pg) 4'- 9.9" -59/ 115V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" 12 MAX TL DEFL = -0.017" @ -1'- 7.3" Allowed = 0.219" 5.00 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 4'- 8.7" 3 MAX HORIZ. TL DEFL = -0.000" @ 4'- 8.7" Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 190 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. M /- .O i� 1 M-3x4 l y 1 y 1-07-04 2-00 2-09-07 �D PR -�� ss GINE NE ANER p Z4 2 :9200PE yr JOB NAME : POLYGON 6065-A - SJ1 Scale: 0.6963 WARNINGS: GENERAL NOTES, unless otherwise noted: Cl 1.Builder and erection contractor should be advised of all General Notes 1.This design t based only upon the parameters shown and is for an individual A OREGON �� Truss: SJ1 and Wa minds before construction commences. building component.Applicability of design parameters and proper (� 2x4 compression web bracing must be InstaIled where shown 0. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <O M y o.c.and at 10'o.c.respectively unless braced throughout their length by 14, ��� Is the responsibility of the erector.Atltlilional permanent bracing of continuous sheathing such as plywood ing(TC)and/or drywall(BC). {I1�� DATE: 4/23/2018 the overall structure Is the responsibility of the building designer. 3. Impact bridging or lateral bracing requireduired where shown** ��R��� SEQ.: K4 5 3165 8 4.No load should beatl to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are completelete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design mads be applied to any component. dna are or"dry common"of use. S.CompuTrus has no control over and assumes no responsibility forthe 6.Design assumes lull bearing at allsupports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, necessary. fab a,shipment and installation of components. 7.Design assumesadequateborainageisprovided. April 24,2018 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I+ TPIM'TCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,InoiCompuTrus Software 7.6.8(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.1" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 70 2-5=(0) 0 BC: 2x4 KDDF#16BTR SPACED 29.0" O.C. 2-3=(-133) 73 3-9=( -62) 29 • 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 ERG REQUIRED BRG AREA OVERHANGS: 19.3" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -79/ 465V -11/ 135H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -41/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) 5'- 6.9" -155/ 331V 0/ OH 1.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.1" -45/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL DEFL = -0.017" @ -1'- 7.3" Allowed = 0.219" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.367" MAX TC PANEL TL DEFL = 0.009" @ 1'- 3.2" Allowed = 0.551" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 9'- 6.3" MAX HORIZ. TL DEFL = -0.001" @ 9'- 6.3" 9 -, Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 D 0 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=l.6, Truss designed for wind loads in the plane of the truss only. N g O ul0 Cr of'" Jr �- I ,,- 1 2► 5 I."� 0 M-3x4 1 y y l 1-07-04 2-00 7-07-01 '�4 O PROP, Cn �NG1NEFR /2 2 �w 9200PE 9r JOB NAME : POLYGON 6065-A - SJ2 . Scale: 0.9633 WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown and is for an individual yG ,h OREGON �� Truss: SJ2 and Warnings be/ore 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. �j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �O -7 y A 2-'3\ o �� Is the responslblllly of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively a ply unless braced throughout their length by `Y t V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). VV1 DATE: 4/23/2018 the overall structure Is the responsibility of the building designer. 3.Si Impact bridging or lateral bracing required where shown++ -R MO- SEQ.: K4 5 3165 9 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design bads be applied to any component. and are for"dry condition'of use. " 5.CompuTrushasnocontroloverandassumesnoresponsibilityfortha a ecessaassumes full bearing atall supports shown.Shim orwedge il EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of com ry p components. 7.Penis shallbedrainage lotruss,a. April 24,2018 6.This design h furnished ached to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPOW1CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,IncJCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury 1EMDimensions are in ft-in-sixteenths. iii%, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0'�1fi, (1:1:53 2. Truss bracing must be designed by an engineer.For widetrussspacing,indivivallateralbraces themselves mayrequirebracing,orltemativeTorI brcing should be considered. O111.1110. 111biEr 3. Neverstackmaterialsexceedthonedesiinadgnequloadinately gbracedshowntrandusses.never ■_ p 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- ',idfrom outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports)occur. Icons vary but 16.Do rovalot cut of an alter ineer.russ member or plate without prior • reaction section indicates joint ©2012 MiTek®All Rights Reserved PP 9 - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NI project engineer before use. ,s, 18.Use of green or treated lumber may pose unacceptable m...___.... environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M iTe ka 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013