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Plans (3) tA03/' sty REor-EX /y?ST20l8V3Z3 ' v ' NOV 1 9 20th 1111111 W.ilekt MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 7-B 8 INCH TAILS 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: K4371550 thru K4371565 My license renewal date for the state of Oregon is December 31,2019. �c�ED PROF�ss co NGiNFFi) 00 89200PE 2- 4,OREGON [Ci <O 44.k 14 S0 Q�- gRRiLA-0 March 13,2018 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 ANSUTPI-1, Chapter 2. • This design prepared from computer input by Pacific Lumber and Truss—BC • LUMBER SPECIFICATIONS TRUSS SPAN 16'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 g' BC: 2x4 KDDF #1613TR SPACED 29.0" O.C. Design conforms to main windforce—resisting 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=21.2ft, 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=l.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 000. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 8-03-04 8-03-04 12 6.00 IP' I I M-4x4 12 '. Q 6.00 3 I I • PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER OF RECORD. • • rn 2 o / 4 of � / //////////////////////////////////l////////�//////////////////////////////////////////////////////I/////////////////////l//// // I` o M-3x4 M-3x4 k--�L 0—OB 16-06-08 '<<G� PRI) ;:<. 5 �GNGINF�cR f�2 ct r9200PE -7r JOB NAME : POLYGON NW PLAN 7—B NH — Al � Scale: 0.4856 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss Al 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 42101 OREGON '�C/ and Warnings before construction commences. building component.Applicability of design parameters and proper OREGON V * 2.N4 compression web bracing must be Installed where clown+. incorporation of component is the responsibility of me building designer. lR 3.Addalonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom moms to be laterally braced at 2O Y 14 a 2 P 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 L DATE: 3/13/2018 he overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or dryvsll(BC). E {{ `- 4.No load should beapplied to an 3.I2s Impact of or thlaterelbracingrequired whereshown++ RR 1L SEQ.: K4371550any until after all and 4.Installation of trued is the raeponslbilty of the reapac ve 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 I D: LINK design loads be applied to any component. and are for"dry condition"of use. B.Desiggnassumesfull bearing atail supports shown.Shim orwedge If EXPIRES: 12-31-2019 5.CompuTrus has no control over and aswmeanoresponaib8ity for the fabrication,handing,shipment and Installation of components. nota ry. ,i B.This design Is furnished subject to the limitations set forth by T.Design assumesitb coded on bdoth Page Isshos,,provided. March 13,2018 IL Platen anon be located on bora feces Ohms,dna placed so neo-comer TPVW1CA In BCSI,copies of which will be famished upon request. lines coincide with joint canter lines. g.Digits Inalceta size of plate In itches. MiTek USA,Inc.ICsmpuTrus Software 7.6.8(1 L)•E tit.For basic connector plate design values see ESR-1311,ES19•1988 Wok) This design prepared from computer input by Pacific Lumber and Truss-BC , LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41l6BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-404) 1540 3- 8=(-326) 305 BC: 2x9 KDDF ft16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1751) 999 8- 6=(-938) 1590 B- 9=(-13 939 3- 9=(-1351) 279 8- 5=(-326)6) 302 LOADING 4- 5=(-1351) 267 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1751) 510 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 33 TOTAL LOAD= 92.0 POE OVERHANGS: 8.0" 8.0" IL= 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -113/ 771V -79/ 79H 5.50" 1.23 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 16'- 6.5" -113/ 771V 0/ OH 5.50" 1.23 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "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 = 0.0.89" MAX LL DEFL = -0.075" @ B'- 3.2" Allowed = 0.781" MAX TL DEFL= -0.119" @ 8'- 3.2" Allowed = 1.042„" MAX LL DEFL= 0.000" @ 17'- 2.5" Allowed = 0.067" MAX TL DEFL= -0.001" @ 17'- 2.5" Allowed = 0.089" 8-03-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS 8-03-04 f MAX HORIZ. LL DEFL = 0.059" @ 16'- 1.0" 4-04-11 3-10-09 3-10-09 4-04-11 MAX HORIZ. TL DEFL= 0.091" @ 16'- 1.0". f T f T T 12 Design conforms to main windforce-resisting 6.00 M-4x6 " Z16.00 system and components and cladding criteria. 4.0" q ,.(7-....f Wind: 140 mph, h=21.2ft, 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-1.5x31114114i401•04•14,044411414,41444444444141401144% M-1.5x3 3 M-5x8 M-3x4 .M M-3x4 orn i o - 2-� 44..... 7 I� .. 1 c, 0 ..c13.00 3.00 12 12 J' b y J' k • 0-08 8-03-04 8-03-04 0-08 \,0 P R OFk ), C 16-06-08 y �` w\G(�f �n C��O� �� �� T JOB NAME : POLYGON NW PLAN 7-B NH - A2 Scale: 0.3356 �� WARNINGS: GENERAL NOTES, unless otherwise noted: C3 �y", Truss: A2 1.Builder and erection contractor should be advised of all General Notes 1.INS design is based only upon the parameters shown and is for an lndNldual '9L. d OREGONb, a�'4 and Warnings before construction commences. building component.Applicability of design parameters and proper '/7.. p_ 2.2x4 compression Web bracing must be Installed where shown+, incorporation of component is the responslblldy of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �Q .9)-- 1 s �O Is the responsibility of the erector.Additional permanent bracing of 7 5.0.and at 16'o.c,respectively unless braced throughout their length by 1 S DATE: 3/13/2018 he overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheaththg(TC)and/or dryxall(BC). ` (V)x 4.No load should be applied to any .2n Impact bridging or lateral pones l required where shown t a MER R{�� SEQ.:•K4371551 ppcomponenlun(IIafterallbraGngand 4.InsallaticnofirusalathereaponalbllltyaftherespectiveconbaMor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a nen-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are(Welly condition"of use. 5.ConapuIOU has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or Wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. �ry. .l ,l p - 5.This design Is furnished subject to the limitations sal forth by 7.Design assumes dated adequatendrainage Is provided. Marc I3 2 1 V B.Plates shall be located on both faces of truss,and placed cotheir center TPIANTCA In 13151,copies of which wall be furnished upon request. lines coincide with joint center lines MRek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 9.Digits indicate she of plate in inches. 1o.For basic connector plata design values see ESR-1311,055-1555(MRek) • This design prepared from computer input by Pacific Lumber and Truss-BC a LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 33 2- 8=(-282) 1528 3- 8=(-383) 257 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1813) 404 8- 9=(-129) 1001 8- 4=(-127) 639 3- 4=(-1590) 408 9- 6=(-301) 1528 4- 9=(-127) 640 LOADING 4- 5=(-1590) 408 9- 5=(-383) 257 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1813) 404 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 33 • OVERHANGS: 8.0" 8.0" TOTAL LOAD= 42.0 PSF • LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -166/ 1168V -131/ 1316 5.50" 1.87 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 26'- 0.0" -166/ 1168V 0/ OH 5.50" 1.87 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, 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 LL DEFL= -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL DEFL = -0.106" @ 17'- 1.8" Allowed = 1:672" MAX LL DEFL = 0.000" @ 26'- 8.0" Allowed = 0.067" MAX TL DEFL = -0.001" @ 26'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" 13-00 13-00 fMAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" 6-09-04 6-02-12 6-02-12 6-09-04 T ' T '( ' Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 6.00 M-4x6 Q 6.00 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 4'9' load duration factor-1.6, fit al .. Truss designed for wind loads in the plane of the truss only. 1\„ M-1.5x3 M-1"5x3 3 tv, •O M 1MF MF B _ o- r}M-3X4 M-3x4 9 R 6 . .. M-3x4 M-3x4 to 04-3x5(5) _, _ Y y y b 8-10-03 8-03-11 8-10-03 10-00 16-00 ,Cnn 0-08 26-00 0-08 , GINe�T /O , . 89200PE r JOB NAME : POLYGON NW PLAN 7-B NH - B3 Scale: 0.2254 � / > WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Truss' B3 1.Builder and erection contractor should be advised ofe11General Notes 1.GIs design Is based only upon the parameters shown and is for an individual �� OREGON and Warnings before construction commences. building component Applicability of design parameters and proper lo 2.21r4 compression web bradng must be installed where shown 5. incorporation of component Is the reaponsi6ifdy of the building designer. }. 3.AtldRbnal temporary bracing to insure stability during construction d t 10' 2'2.Design assumes the top end bottom chords to be laterally braced at /0 .1'I 14 2-°s �4 I the responsibility of the erector.Additional permanent bracing of o.c.anaa.c.respectively unless braced throughout their length by DATE: 3/13/2018 the sees::structure is the responsibility of the building designer. continuous sheathing such as bracing td sheaming(TC)andtor drywall(BC). 1.11F?F 4.No load should be applied to an3.In Imbed bodging or tere) onsibi required where shownco♦+ R 1 L� SEQ.: K4 3 715 5 2 pp r 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 busses are to be used m a non-corrosive environment, TRANS ID: LINK design loads be applied m any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility Mr the 6.Deelg assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing,shipment and installation of components. ry. y, .t .I p 8.TMs design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is pressed. M a rCl 1 1 3,2 I V S.Pietas shall be located on both faces of cuss,and pieced so their canter TPBN LCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. M7ek USA,Inc./Com uTrus Software 7.6.8 1 LE- S.Digits Indicate size of plate in inches. p ( ) 10,For basic connector plate design values see ESR-1311,ESR-1588 Wink) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF#1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=1 0) 227 2x6 KDDF#16BTR T2 SPACED 24.0" 0.C. BC: 2x9 KDDF #1&BTR 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-498) 138 3- 4=(-1080) 364 9-10=(-293) 1265 9- 9=( -94) 564 WEBS: 2x9 KDDF STAND LOADING 4- 5=1 0) 0 10- 7=(-293) 1268 9- 6=(-437)'200 LL( 25.0)+0L( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=1-1063) 337 7-11=1 0) 4 6-10=1 0) 153 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-1495) 390 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC VON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL-FLAT=TOP=CHORD_AREASNOTSHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 KDDF ( 625) ---_= REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) 25'- 8.8" 0/ 52V 0/ • OH 0.00" 0.00 KDDF ( 625) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" Unbalanced live loads have been MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" considered for this design. MAX LL DEFL = -0.041" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL= -0.070" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL = 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting 13-00 13-08 system and components and cladding criteria. 5-11 • 5-01 2-00 3-01 10-07 T Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Tload duration factor=1.6, 12 - ,gym 5 M-4x6 12 Truss designed for wind loads 6.00 M-4x6 -A Q 6.00 in the plane of the truss only. • 9 04 M-3x4 GABLE END TRUSS ON CONTINUOUS BEARING WALL UON. REFER TO STANDARD GABLE END DETAIL FOR COMPLETE M-3x4 SPECIFICATIONS. 3 M-3x9 0 m o:. ..1 M-3x4 M-1.5x3 60.25" M-115x3 "...�........��..........��...D'dgglligillIllIll . . M-5x8(S) M-3x4 0 y y y y y P R QF'ss y y 5-09-04 5-02-12 5-02-12 9-09-04 � !.�`GINEL /�1� 0-08 26-00 y �V V`v �`� "6i JOB NAME : POLYGON NW PLAN 7-B NH - B4 " ''` e AP Scale: 0.2379 WARNINGS: GENERAL NOTES, unlessotherwtse noted: © Ct.. Truss: B4 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 OREGON t(/ and Warnings before construction commences. building component.Applicability of design parameters and proper �j • 2.2X4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. !•I 2.° 4-& 3.Additional temporary bracing to insure stability during construction 2.Design assumes the rap and bottom choId m be laterally braced at /O 1 n Is the responsibility of the erector.Additional permanent bracing of 2'oz.and et 19'o.o.respectively unless braced throughout their length by -� a L 0.(� DATE: 3/13/2018 the overalls structure is the responsibility of the boldin continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V g designer. 3.2%Impact bridging or lateral bracing required where shown t t MFR RIO- SEQ.: V K4 3 715 5 3 4.No load should be applied to any component 00015051 at bracing and 4.Installation of truss is Na responsibildy of the respectNe contractor. fasteners ere 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 loads be applied to any component. and are rot dry canm6on^of use. 5.CompuTNs hes no control over and assumes no responsibility for the 8.Design assumes NII bearing at a1 supports shown.Shim or wedge If EXPIRES: 12-31-2019 fabrication.handling,shipment and Installation of components. mcessary'74, .I .l O 6.This design is furnished subject to the limitations set forth by 8.Pates shall besaded on both is provided. and I 13,2 I V 8.Plates shall be located on both laces of trues,end placed so their center • TPIMrtCA In KM,copies of which will befumishetl upon request. lines coincide with Joint center lines. s.Digits indicate alae of plate In inches. • MRek USA,InoJCompuTrus Software 7.6.8(1 L)-2 10.For basic connector plate design values see 6512-1311,ESR-1988(MiTek) . • This design prepared from computer input by '.. Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 , TC: 2x9 KDDF•#16BTR LOAD DONATION INCREASE = 1.15 1- 2=) 0) 33 2-10=(-265) 1599 10- 3-( 0) 228 BC: 2x9 KDDF#19BTR SPACED 24.0" O.C. WEBS: 2X4 KDDF STAND 2- 3=(-1886) 379 10-11=(-267) 1591 3-11=( -378) 112 3- 4=(-1479) 366 11-12=(-176) 1308 4-11=( -79) 76 LOADING 4- 5=(-1343) 365 12-13=(-941) 2628 4-12=1 -184). 147 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1368) 352 13- 8=(-619) 2789 5-12=1 -212) 953 BC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2946) 596 12- 6=(-1726) 397 TOTAL LOAD= 92.0 PSF 7- B-(-3195) 719 6-13=( -193) 1428 OVERHANGS: 8.0" 13.0" 8- 9=( 0) 33 13- 7=) -108) 176 IL= 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -166/ 1168V -131/ 131H 5.50" 1.87 KDDF ( 625) . BOTTOM BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0" -166/ 1168V D/ OH 5.50" 1.87 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 LL DEFL= -0.170" @ 17'- 8.8" Allowed = 1.259" MAX TL DEFL= -0.280" @ 17'- 8.8" Allowed = 1.672" MAX LL DEFL= 0.000" @ 26'- 8.0" Allowed = 0.067" 13-00 13-00 MAX TL DEFL= -0.001" @ 26'- 8,0" Allowed = 0.089" f ,. SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-02-12 4-08-04 3-01 4-07 4-00-05 4-04-11 MAX HOODS. LL DEFL - 0.098" @ 25'- 6.5" f f f f f f f MAX HORIZ. TL DEFL = 0.162" @ 25'- 6.5" 12 12 6.00 17' M-4x6 Q 6.00 • Design conforms to main windforce-resistirig • 4.0" system and components and cladding criteria. 5 ,f-r(' Wind: 190 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3X4 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3, M-3x6 in the plane of the truss only. M-3x9 M-1.5x3 ....7.,....40 .. ee • 13 M M-5x6 o =M-9x4 „ 12 M o * �� M3x10P . 10 11 o M-3x4 M-1.5x3 M-5x10 B 0 -=:33.00 3.00 12 12 ' y y l y y y 5-01 4-10 3-01 4-08-12 8-03-04 y yy y C n 0-08 9-11 7-09-12 8-03-04 0-08 \�.<(,Ns GI���a.C1 26-00 �V' 2 `C- 89200PE �te' JOB NAME : POLYGON NW PLAN 7-B NH - B2 10111°, Scale: 0.2259 WARNINGS: GENERAL NOTES, unless otherwise noted: .C'\ �y�, Truss: B2 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 indhildual VVy _OREGON L`C and Warnings before construction commences. building component.AppfcablIlty of design parameters and proper .l' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is me responsibility of the building designer. A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <Q y 14 Zo` fr� • Is the responsibility of the erector.Additional permanent bracing of 2coo.c,and al 13 o.c.respedNety unlace braced throughout their length by a DATE: 3/13/2018 the Duman structure la mares ntlnuoue sheathing such as plywood sheathing(TC)and/or dryNall(BC).responsibility of of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M�R R �` SEQ.: K4 3 715 5 4 4.No load should be applied to any component until after at bracing end 4.Installation of tassels the responsibility of the respective contractor. 1� fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design loads besppuedtoany component. and are or^dry condition"rause. 6.Design esii snassumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTtus has no control over and assumes no responsibility for the fabrion,handling,shipment and installation of components. ry' lm .1�j p B.This design is furnished subject to the limitations set forth by 7.Plates hetib assumes adequate tondrainagethfis provided. M a rah 13 2 8 B.Plates shall be located on both faces of truss,and placed so their canter TPSW(CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. L}E R.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTtus Software 7.6.8(1 to.For basic connector plate design values see ESR-1311,ESR-19138(MRek) - This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 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) 33 2-10=(-251) 89 10- 3-( -14)-17-0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=( -69) 347 10-11=(-256) 88 3-11=( -470) 167 3- 4=(-146) 779 11-12=(-682) 251 4-11=(-1145) 246 LOADING 4- 5=( -74) 220 12-13=( -48) 469 4-12=( -95) 806 TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -85) 246 13- 8=(-241) 848 5-12=( -361) 143 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-565) 90 12- 6=( -765) 194 TOTAL LOAD= 42.0 PSF 7- 8=(-980) 274 6-13=( 0) 450 OVERHANGS: 8.0" 8.0" 8- 9=( 0) 33 13- 7=( -346) 227 LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -40/ 163V -131/ 132H 119.00" 0.26 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5'- 1.0" -74/ 111V 0/ OH 119.00" 0.18 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11.0" -231/ 1605V 0/ OH 119.00" 2.57 KDDF ( 625) 26'- 0.0" -91/ 568V 0/ OH 5.50" 0.91 KDDF ( 625) 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= 0.000" @ 0'- -8.0" Allowed - 0.067" MAX TL DEFL= -0.001" @ 0'- -8.0" Allowed - 0.089" MAX LL DEFL = -0.036" @ 21'- 8.1" Allowed - 0.781" 13-00 13-00 MAX TL DEFL = -0.055" @ 17'- 8.8" Allowed = 1.042" T f 5-02-12 4-OB-09 3-01 9-07 4-00-05 4-04-11 MAX LL DEFL = 0.000" @ 26'- 8.0" Allowed - 0.067" MAX TL DEFL = -0.001" @ 26'- 8.0" Allowed = 0:089" f f f f SEASONED LUMBER IN DRY SERVICE CONDITIONS IIM-4x4 MAX HORIZ. LL DEFL = 0.021" @ 25'- 6.5" M-1.5x4 MAX HORIZ. TL DEFL = 0.034" @ 25'- 6.5'- 4.0" M-31,6 4'-./M-3x5 M-3x5 y- p M-1.5x9 Design conforms to main windforce-resisting M-3x9 M-3x5 system and components and cladding criteria. y l M-3x4 Wind: 140 mph, 1,22.4ft, TCDL=4.2,BCD1,=6.0, ASGE.;1c1.0, (All Heights); Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3X6 in the plane of the truss only. 7M- 3 M-1.5x3 'r M-2.5x4 or equal at non-structural diagonal inlets. ee• Truss designed for 4x2 outlookers. 2x4 let-ins 13 of the same size and grade as structural top 5x6 M-3x9 chord. Insure tight fit at each end of let-in. 0 Outlookers must be cut with care and are 1 • ! 1 M-3x8 o permissible at inlet board areas only. T rw- p 10 .�.. I M-1.5x3 1M-5x10 =0 o M-3x4 -=c3.00 3.00 12 12 bk l b y 9-11 3-01 4-08-12 8-03-04 l ,. y ,. ,. 3. <<, �c�\3 PR Ore. 0-08 9-11 7-09-12 8-03-04 0-08 \� V`GIN `Q (S> 1 V` 26-00 �� /fi `k' '92 OP 9r' JOB NAME : POLYGON NW PLAN 7-B NH - B1 Scale: 0.2254 WARNINGS: GENERAL NOTES, unless otherwise noted: O Truss: BZ 1.Builder and erection contractor should ba advised of an General Notes 1.This design is based only upon the parameters s 'disforanlndMdual 4/OREGON to and Warnings before construotien commences. building component.Applicability of design parametersetersand proper 2.914 compression web bracing must be Instated where shown v. incorporation of component is the responsibility of the building designer. fo. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O q r 2. 1 is the responaibilily of the erector.AdtllBonal permanent bracing of 2'o.c.and at 10 o.o.respectively unless braved throughout their length by 14T • continuous sheathing has ^� a DATE: 3/13/2018 the overall structure is the responsibility of the building designer. r sac plywood aired in ere s and/or drywall(BC). �`R R LA- 3.Intmptio of truss Is thterelponsibiity of the respective as SEQ.: K4371555 4.Noload should beapplied toany component until eflerall brecingand 4.InslalletlonoluusslsNeresponslbllM olthe rospectivacontractor. fasteners are complete and at no brae should any loads greater than 5.Design assumes trusses are to be usad Ina noncorrosive 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 fi.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12-31-2019 fabrication,handling, necessary. M .1�} p shipment end D,eetbn ofcomrth by s. 7.Design assumes adequate drainage is provided. March IJr201V 8.This design is furnished subject to the limitations set forth by B.Plates shat be located on both faces of truss,and placed so their tamer TPWWCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-18485(MIM) • This design prepared from computer input by Pacific Lumber and Truss-BC e LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 3=( 0) 33 2- 9=(-103) 1261 3- 4=(-111) 219 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-1509) 340 8- 9=(-103) 839 8- 9=(-110) 492 3- 4=(-1318) 345 9- 6=(-256) 1261 4- 9=(-110) 492 LOADING 4- 5=(-1318) 345 9- 5=(-311) 219 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 340 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 33 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) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -110/ 1000V -106/ 106H 5.50" 1.60 KDDF ( 625) • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 g psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, 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 LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL DEFL = -0.073" @ 14'- 5.8" Allowed = 1.406" - MAX LL DEFL = 0.000" @ 22'- 8.0" Allowed = 0,067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting f ' f 'l' '( system and components and cladding criteria. 12 12 6.00 M-4x6 12 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7=10," (All Heights), Enclosed, Cat.2, Exp.B, 1FtFRS(Dir), 4.0" load duration factor=1.6, 4 ',,,^ Truss designed for wind loads uein the plane of the truss only. 00001101/1111.11/ .1" , M-1.5x3 M-1.5x3 3 M O , M of 2 s gw _ • I o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 ; . Y 7-06-03 6-11-11 7-06-03 y y 1 J, y 10-00 12-00 y ,<<, PROF0 0-08 22-00 0-08 .C%Co �GI N ER sjOA :92 OP 44 9r. JOB NAME : POLYGON NW PLAN 7-B NH - C2 -111011. • Scale: 0.2529 WARNINGS: GENERAL NOTES, unless otherwise noted: Q �].., Truss: C2 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 �, OREGON Ct. and Warnings before construction commences. building component Applicability of design parameters and proper lJ f'lG tri I V yam. s 2.2r4 compression web bracing must be Installed where shown t. incorporation of component H the responsibility of the building designer. oA l+c 3,Additional temporary bracing to Insure ma billly during consUuction 2.Design assumes the top and bottom chords to be laterally braced at /Q 1 a 1 Is the responslbillty of the erector,Additional permanent bracing of 7 o,c.and at 10'o.0.respectively unless braced throughout their length by G (� DATE: 3/13/2018 the overall structure is the responsibility of the building designer. continuous sheathing such as bracing rd sheathing(TC)and/or drywall(BC). { 1`._ C_ 4.No bad should be applied to an 4.2s Impact bridging or lateral required where shown t t MER R`� SEQ.: K4371556any until all bracing and 4.Installation of true 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 loads be applied to any component. end aro for'tlry condition.of use. B.Deeds assumes full bearing at all supports shown Shim or wedge it EXPIRES: 12-31-2019 5.CompuTrvehas nocontrol over and assumes noresponsibility for the fabrication,handling,shipment and installation of components. isary. 7.DesigB.This design is furnished subject to the limitations set forth by 8.Plat snshall be locateassumes duouanbothinage fac sls of trruvss,eand placed so their center March 13,2 18 TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. M7ek USA,Ine✓CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate ems of plate In Inches. . 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODE 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 33 2- 8=(-237) 1261 3- 8=1-311) 219 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1504) 340 8- 9=(-103) 834 8- 4=(-110) 492 3- 4=(-1318) 345 9- 6=(-256) 1261 4- 9=(-110) 492 LOADING 4- 5=1-1318) 345 9- 5=(-311) 219 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1504) 340 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 33 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -110/ 1000V -106/ 1069 5.50" 1.60 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -110/ 1000V 0/ OH 5.50" 1.60 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL 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'- -8.0" Allowed = 0.089" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.05A" MAX TL DEFL = -0.073" @ 14'- 5.B" Allowed `1:406" MAX LL DEFL = 0.000" @ 22'- 8.0" Allowed= 0:067" MAX TL DEFL = -0.001" @ 22'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" „ 5-09-04 5-02-12 5-02-12 5-09-04 Design conforms to main windforce-resisting + 1 4' 4' T 1 system and components and cladding criteria 12 12 6.00 12 M-9x6 12 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 .f-,( Truss designed for wind loads uuin the plane of the truss only. >5x3A15x3 rh Cdon o9F7 1a 8 9 6 0 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 1 I b y y 3' 7-06-03 6-11-11 7-06-03 y y y <, a PRop . 10-00 12-00 0-08 22-00 0-08 cs.�'� �`GENE � sr�2 1:." :9200PE r-' JOB NAME : POLYGON NW PLAN 7-B NH - C4 Scale: 0.2529 L ®� • WARNINGS: GENERAL NOTES, unless othenvbe noted: TrussC4 1.Builder and erection contractor should be advised of all General Notes t.This design is based onyupon the parameters shown and isfor anlndtldual -pG OREGON w�� 4/ : and Warnings before constmctien commences. bidding component.Applicability of design parameters and proper K 2.514 compression web bracing must be installed where shown+. Incorporellon of component is the responsibilityof dne builtling designer. A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at '' 'I 1 4 e 20 Is me responsibility of the erector.Additional permanent bracing of 2'o.d.and et 1 D'o.c.respectively unless braced throughout their length by (+ DATE: 3/13/2018 the overall structure la the responsibility orbs building designer. continuous sheathing such as plywood sheathing(Tc)entl or drywall(BC). /e 4.No load should be applied to any4.20 Impact bridging Is the bracing required respective shown++ ��R �� `J SEQ.: K4371557 peaeomponentunlllaflerallbrecingand 4.Inelallallonoflmasiatheresponalbllilyoflheraspee8veconbactor. fasteners ate complete and at no time should any loads greater than 5.Design assumes hisses are to be used In a non-cormsle environment, • TRANS I D: LINK design loads be applied to any component. and are for"My conaulon muse. 6.Deesig assumes toll beating sl atsupports shown.Shim orwedge it EXPIRES: 12=31-2019 5.CompuTrushas nocontrol over and assumes noresponsibiliyfor the fabrication,handling,shipment and Installation of components. y' ��jj �1 qp 6.This design is furnished subject to the limitations set forth by 7.Pltesabellign be onate oth facelotruss,an ed. March 1J,G�18 Y 8.Plates shad 05join e both faces of truss,and placed so thalr center TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Mitek USA,ISciCompuTrus Software 7.6.8(1 L)-E 9.Digits Indicate size of plate In Inches. - to.For bask connector plata design values sea ESR-1311,ESR-1988(Wield This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" COND. 2: Design checked for net(-5( psf) uplift at 24 "oc spacing. TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h—l5ft, 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=l.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 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 11-00 11-00 • 12 • .r 6.00 IM-4x9 12 - 3 Q 6.00 M 0C , M ,,,,,,O M-3x5(S) o M-3x4 M-3x9 •b 10-00 y 12-00 �� J,---, ED PROF 22-00 , , c.5.\ \ 'NGINE�c�*e JOB NAME : POLYGON NW PLAN 7—B NH — Cl Scale: 0.3909ire WARNINGS: GENERAL NOTES, unless otherwise noted: Q CrTruss Cl 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ii Of"IEGON and Warnings before construction commences. building component.Applicability of design parameters and proper L lJlli� 'V 2.2114 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to inwre stability during construction 2.Design assumes the top dna bottom chords to bei teroOy braced at �o '�y 1 a 2." y- Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 1G oz.rsuch es plywoodly unless braced throughout their length by L DATE: 3/13/2018 Me overall structure Ie the responsibility of the building designer. continuous sheathing such esbracing required sheathing(TC)TC)and or tlrywa8(BC). t7. 4.No load should be lied to3.In Impact oftnmddgIng or taterelbracingiNof the where°hewn•+ M��j I�L ‘J SEQ.: K4371558 PPanycomponentuntlla5erellbredngentl 4.Inmallatlonoflrusalsthe lesponalb0ryofthe respadWaconVector. !�� '1•+ fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are or dry conditionareae. 5 nDesii sse assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over end assumes no responsibility for the fabrication,handling,shipment end Installation of components. ry' 76.This design is furnished subject to the limitations set fodh by 8.Designassumesbe laded onate mcesage s buss ea March 13,2018 B.Plates shall a located on born feces of truss,and placed so melt center TPbWrCA In BCSI,copies of which will be famished upon request. lines coincide with Joint center lines. MRek USA,Inc./CompuTrus Software 7.6.8(1 L}E B.Digits indicate she of plate In inches. 10.For basic connector plate design values see ESR-1311,055-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 22`— 0.0" TC: 2x4 KDDF #1&BTR ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( I BC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting I TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=l5ft, 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=l.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 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall DON. 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. 11-00 11-00 12 6.00 C7" IIM-4x4 12 3 Q 6.00 O M o I v o M-3x5(5) 0 M-3x4 M-3x4 y 71, 10-00 l .. 12-00 p PROF2. 0-08 22-00 - C �NGINFF�Q ©" 2v `� :9200PE JOB NAME : POLYGON NW PLAN 7—B NH — C3 ' 000r Scale: 0.3904 t WARNINGS: GENERAL NOTES, unless otherwise noted: I1 - Truss: C3 1.aullderand eredonwmractorshould beadvised ofall General Notes 1.This design Abased only upon the parameters shown and isfor anindividual V�� ORECr GON 4(/ and Warnings before construction commences. building component.Applicability of design parameters and proper w_ 2.9t4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. N 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorea to be Yalerelly braced at �j„ �' �O� ��� Is me recponsibillly of the erector.Additlonal pe^nanent brecing of 2'o.o.and at 10'o.c.respeGNaly unless braced throughout their length by V DATE: 3/13/2018 he overall st acture la the responalEEy ofthe building designer. continuous sheathing such ae plywood sheaihing(TC)andlor drywall(RC). A Z 4, 0.No load should bee lId to ang4.Istalltionct olf tus or thlaterelpradngiy of the represhownta ay�r�1:1 II { SE K4371559 applied rcomponent until after an bracing and 4.Installation of truss bihe 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 I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has nocontrol over and assumes noresponsibility for the B.Deeig assumes full bearing atall supports shown.Bntmorwedge l( EXPIRES: 12-31-2019 ce - fabrication,handling,shipment and lnatallatlon of components. ssary' 1., B.This design is furnished subject to to limitations set forth by T.DesignPlatesassumes be el c ted ed on adequate bdoth is truss,aM C�rCI I 3,2018 TPWJfCA In SCSI,copies of which will be furnished upon request a na coincide with joint oan�lerhline a of truss,and placed m their center 0.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ES12-1900(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-29) 14 1-3-)O) 0 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) TOTAL LOAD= 42.0 PSF 3'- 9.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) JT,1: Heel to plate corner = 5.25" 12 9'- 0.5" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 D LL= 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING:Jts:4,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Cc:spacing. 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 DEFT,= -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 0'- 0.0" Allowed.= '0.133" MAX TC PANEL LL DEFT, = 0.008" @ 2'- 5.6" Allowed = 0.183" MAX TC PANEL TL DEFT, = -0.009" @ 2'- 7.0" Allowed = 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 3'- 11.2" ' MAX HORIZ. TL DEFL = 0.003" @ 3'- 11.2" -/ Design conforms to main windforce-resisting system and components and cladding criteria. Iff Wind: 140 mph, h=19.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), in load duration factor=1.6, Truss designed for wind loads I in the plane of the truss only. r 0 u1 / 1 . 101 . rn 0 O /- 0 9 3 M-3x8 • J, y - 3-00 i 4-00 y �� ED PROFFss - :9200PE c- JOB NAME : POLYGON NW PLAN 7-B NH - D2 Scale: 0.9259 Jill • , WARNINGS: GENERAL NOTES, unless otherwise noted: Q Truss: D2 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is bran Individual " 4,0 R EGO A, t and Warnings before construction commences. building component.AppAwbiny of design parameters and proper )/� l!1-1f= 'V a,. A. 2.234 compression web bracing must be installed where shown+. incorporation otcomponent k the responsibility of the building designer. Vs 3.Additional temporary bracing m Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <h '9 k 14 2.° �4 Is the responsibAlty of the erector.Additional permanent bracing of T o.c.and at iD'o.c.respectively unless braced throughout their length by V L continuo.sheathing DATE: 3/13/2018 he overall structure la the responsibility of the building designer, such as plywood sheathing TC)and/or tlrywall(BC). 3.Installation Impti bdlbs or laterel boning required where shown t a � -� �� DATE: 3 4.the bed should be applied isthe to any component otth ung(afteding del gner. and 4. act bridging ging or a re!bract responsibility red respwhere tive shown contractor. or. 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 beappitedtoany component. and aremr^erytonagmn ornaa. 5.CampuTms has no control over and assumes no responsibllAy ter the B.Design assumes full bearing al all supports shown.She or wedge If EXPIRES: 12-31-2019 fabrication,handling,shipment and intonation of components. necessary' q 9.This design is furnished subject to the limitations set forth by 7.Plat.ghoul b assumesadequateon drainage is truss,providd. March 1 3,2018 B.Plates coincide bewith 0roosted se both faces of truss,and placed so(halt center TPIANTCA in BCS(,copies of Wirth will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1905(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x4 KDDF 411&BTR LOAD DURATION INCREASE= 1.15 1-2=(-51) 28 1-9=(-35) 32 2-9=(-99) 81 BC: 2x9 KDDF#1&BTR SPACED 24.0" O.C" WEBS: 2x9 KDDF STAND 2-3=( -7) 3 LOADING . TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSE' BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. UGH. DL ON BOTTOM CHORD= 10.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES') TOTAL LOAD= 92.0 PSI 1'- 0.0" -24/ 205V -18/ 93H 5.50" 0.31 KDDE:._(....625,) TT 1: Heel to plate corner = 5.25" 4'- 0.0" -18/ 131V 0/ OH 5.50" 0.21 KDDF'( 625) LL = 25 PSI Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LI, DEFL -0.002" @ 0'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.002" @ 0'- 0.0" Allowed 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 4.0" Allowed = 0.159" 3-00 MAX TC PANEL TL DEFL = -0.004" @ 2'- 5.2" Allowed = 0.239" T 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" 9.0017 MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5x3 3 End vertical(s) are exposed to wind, 2 -I Truss designed for wind loads in the plane of the truss only. II II St 1601' 1 t co N Lel " 1 M O f 0 57{ 4 M-3x8 M-1"5x3 • Y y 3-00 y y 4-00 ����0 PROFess - �‹5 �,�GIN4.4' /22 `t :9200PE vr- JOB NAME : POLYGON NW PLAN 7-B NH - D1 Scale: 0.6335 L 400 WARNINGS: GENERAL NOTES, unless otherwise noted: O CC Truss: Dl 1.Builder and erection cumractorshould beadvised ofall General Notes 1.This design tobased only upon the parameters shown and istoren indiidual ^'� OREGON 4i and Warnings before contraction commences. building component.Applicability of design parameters and proper R.. 2 2,4 oompreseion web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. L ].V• 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be!eternity braced al <0 -(1)/.t/' y 4 (90` "" Is the responsibility of the erector.Additional permanent bracing of T o.c.end a110'o.c.tespeclNely unless braced throughout(heir length by 1 s L �(� DATE: 3/13/2018 the overall ewdare is the res continuous sheathing such as plywood sheathing(Tc)and/or drywall(BC). A_ C' Q responsibility of the building designer. 3.2z Impact bridging or lateral bracing required Where shown++ FR R 1 lw SE K4 3 715 61 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. faslenme ere complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"'dry condition"of use. 8,Design assumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12-31-2019 5.CompuTNshasnoconWloverentlaswmeanareaponslbil8yforthe fabrication,handling,shipment and installation ofcomponents. necessary" ,i p 8.This design is furnished subject to the limitations set forth by 8.Designassumesbeaaded on drainage is provided. n March 1Jr2O1V B.Plates shall a located on both(area of truss,and placed so their center TPINJfCA in SCSI,copies of which will be furnished upon request. Imes coincide with Joint center lines. Wel(USA,IncicompuTrus Software 7.6.8(10-E e.Digits indicate size of plate In Inches. to,For basic connector plate design values see ESR-1311,ESR-1988(MRek) • This design prepared from computer input by Pacific Lumber and Truss-BC v LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 24 2-5=(-49) 64 3-5=(-265):185 BC: 2x9 NODE'#1&BTR SPACED 24.0^ O.C. WEBS: 2x4 KDDF STAND 2-3=(-105) 87 _ 3-4=( -13) 6 LOADING TC LATERALSUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL_.SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: --' 8:0" 0.0" 0'- 0.0" -52/ 422V -32/ 93H 5.50" 0.67 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 8'- 2.0" -41/ 349V 0/ OH 5.50" 0.56 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 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 TC PANEL LL DEFL= -0.243" @ 3'- 11.9" Allowed = 0.969" MAX TC PANEL TL DEFL= -0.250" @ 3'- 11.9" Allowed = 0.696" 7-06-12 0-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1. f 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 6.8" 4.00 D MAX HORIZ. TL DEFL = 0.001" @ 7'- 6.8" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria: 3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 0 1 rn N li M 1 r lO 2►• 5 ►. _ M-3x4 M-1.5x3 y y y 7-06-12 0-07-04 y b y 0-08 8-02 co - NGiN�F-T is 2 89200PE yr JOB NAME : POLYGON NW PLAN 7-B NH - E2 1�/e Scale: 0.5535 WARNINGS: GENERAL NOTES, unless otherwise noted: O CCTruss: E 2 1.Builder and erection contractor should be advised era::General hates 1.This design Is based only upon the parameters shown and lb for an lndNiduel 'Y OREGON w and Wamings before construction commences. balding component.Applicability of design parameters and proper 4 aE8 2.2a4 compression web htadng must be Installed where shown«, incorporation of component Is the responsibility of the building designer. 2 ys A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at <o q'I J e Is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 19 0.4 recpeciNaty unless braced throughout their length by 1 S DATE: 3/13/2018 the overall structurelathe responeiblfly of the building designer. continuous sheathing such as plywood sheathing(7C)and/or drywall/BC). /�-A (JVs 4.No load should be�applied to an bracing 3.in Impactbridgingtests lateralbracingrequired of thee wheretNe co to •✓' � L\ SEQ.: K4 3 715 62 pp e y component until eller a0 brecln and 4.Installation of trues la the respane1611i1y of reapecMe contractor. �/ fasteners me complete and at no time should any loads greater than 5.Design assumes trusses are m be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry condition'.of use. 5.CompuTNs hes no control over and assumes no responsibility for the 6.Deessiign assumes NII bearing at all supports shown.Shim or Wedge if EXPIRES: 12-31-2019 fabrtca#on,handling,shipment end installation of components. ry' 6.This design Is famished subject to the limitations set forth T.Design shall belcaed eneeth ee is provided. March 13,2018 by e.Plates ahnll be located on bora feces of truss,and placed so their center TPI/MCA In BCSI,copies of which vAll be furnished upon request. lines coincide with Joint center lines ... MTek USA,IncJCom uTrus Software 7.6,8 1 L-E 9.Digits indicate size of plate In inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESP-1886(MRek) This design prepared from computer input by Pacific Lumber and Truss—BC . LUMBER SPECIFICATIONS TRUSS SPAN 8'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF#19BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING • BC LATERAL SUPPORT <= 12"01. DON. 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 UGH. 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. 12 4.00 3 0 0 0 n • In 0 O o M-3x4 b ). 0-08 8-02 y - c Ne eco PROp,to NGtNEF' ) /°I, ° 89200PE 7.....�44, v JOB NAME : POLYGON NW PLAN 7-B NH - El dr,� Scale: 0.6660 —A—— WARNINGS: GENERAL NOTES, unless otherwise noted: Q CCTruss E 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and Is for an Individual -y, ,�OREGON C�j and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2Y4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of me building designer. ,a 3.Addiionaltem ora bracing to duan 2.Declgnaseumesmempandbottomchordstobelaterel braced at ryY 2�'� P� temporary g N g n bracing 2'o.c.and at 10 o.c.respectivelyaspl1 braced throughout their length by 'O 14 to the responsibility of the erector.Additional permanent bracing of unless g gt DATE: 3/13/2018 the overall structure Is the responsibility of the buildingdes 2 Impact Ridgsheaing olateh bacing red alre where s ownandr+dryrell(BCJ. designer. 4.hr Impact bodging or lateral prating ity he where shewn++ M�R s�t'_ SEQ.: K9 3 715 63 4.No load should be applied to any component until eller all bracing and 4.Installation of truss lama responsibility of the respective contractor. H fasteners are complete and al no time should any lands greater than 8.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any camponenL and are for"dry ggndNon^or use. 6.Design assumes full bearing atalsupports shown.Shim orwedge If EXPIRES: 12-31-2019 8.DgmpUTNehas nOcontrol over and assumes ngrecponsibil8yfor the fabrication,handling,shipment and installation of components. cessary' .1 .Ip 8.This design is furnished subject to the limitations set forth by T.Plates hallb assumes adequate ecdrainage is t eased March 13 Z�I O 8.Plates shall be located an both faces of truss,and placed so their center TP WJI'CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncdCompuTrus Software 7.6.8(1 L)-E e.Digits Indicate size of plate In Inches - 1o.For basic connector plate design values see ESR-1311,ESR-1988 BArch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=( 0) 24 2-5=(-31) 33 3-5=(-172) 133 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-70) 96 LOADING 3-4=(-13) 6 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA • TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 8.0" 0.0" 0'- 0.0" -44/ 305V -19/ 59H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -27/ 226V 0/ OH 5.50" 0.36 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. 1 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'- -B.0" Allowed = 0.089" MAX TC PANEL LL DEFL = 0.026" @ 2'- 8.2" Allowed = 0.259" MAX TC PANEL TL DEFL = -0.029" @ 2'- 6.4" Allowed r= 0.388" 4-07-12 0-07-04 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' 'f 1' 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.8" 4.00 D MAX HORIZ. TL DEFL= 0.000" @ 4'- 7.9" 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, M-1.5X3 q (All Heights), Enclosed, Cat.2, Exp.3, MWFRS(DiS`), -/ load duration factor=1.6, 3 End vertical(s) are exposed to wind, • Truss designed for wind loads 10 in the plane of the truss only. to 1 0 0 cv RI • ml 14-I 111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 I� M _ 10 20EMN 5 �� --/ M-3x4 M-1.5x3 • Y ' ). 4-07-12 0-07-04 5 .k b 0-08 5-03 _ �e c5,0 PRQpk.„ c ENE , 22 :9GIN200P€E r JOB NAME : POLYGON NW PLAN 7-B NH - E3 � • Scale: 0.5992 - =_ WARNINGS: GENERAL.NOTES, unless otherwise noted: 0 4C TrussE3 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon to parameters shown and m for an individual 9� SiO REDO N `�` and Warnings before construction commences. building component.Applicability of design parameters and proper ! 2.2x4 compression web bracing must be Installed where shown t. Incorporation of component k 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 <Q "1Y 4 s 2.° �4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.G respectivelyplywood unless braced throughout their length by 1 L' DATE: 3/13/2018 the overall structure Is the responsibility of the building designer. 20 imp oue sheathing such as sheet whereC)enNor drywall(BC). 3. impact bridging Crus Iors lateral bracing required the shown t t Lj py y 1 SEQ.: K4 3 715 64 4.No load should be applied to any component until after e0 bracing and 4.Installation of truss is the responsibility of the reepaUNa contractor. t'-'�j�'�(1 4 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 leads be applied to any component and aremr°dryetndigan muse. S.CompuTrushasnocontroloverandassumesnoresponsibilityforme B.Design assumes lull bearing at ailsupports shown.Shim orwedge if EXPIRES 12-ry1-2019 fabrreetion,handling,shipment and Installation of components. necessary. C/A�r Illi CC l7 G t7 G e.This design byisfumishedsubject tothe limitations set forth T.DesignieteoassumescaeduoneothfaceIo truss,andd. 13,2018 e.Plates shell be located on both faces of truss, plated so their center TPWVECA in SCSI,copies of which well be famished upon request. lines coincide with Joint center lines. MITek USA,IneJCom uTrus Software 1 L 7.6.8 E 9.Digits Indlcete sRe of plate In inches. p ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) e This design prepared from computer input P by Pacific Lumber and Truss—BC , LUMBER SPECIFICATIONS TRUSS SPAN 5'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ] TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF#16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting. system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. 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 = 92.0 PSF load duration factor=l.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. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for 9.0017 AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 3 ti 0 co N ti PI o 1 _NI11111.1111111111.11111.11.11111.1111.11.111.11. M-3x4 y b y 0-08 5-03 <� 0NG`INF�c,4 /d 2 ct" :9200PE 9r JOB NAME : POLYGON NW PLAN 7-B NH - E4 Scale: 0.7932 • WARNINGS: GENERAL NOTES, unless otherwise noted: D CrTruss: E 4 1.Builder and erection comrador should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual "/��• and Warnings before construction commences. building component.Applicability of design parameters and proper OREGON A. C, • 2. x4 compression web bracing must be Installed where shown a. Incorporation at component is the responsibility of the building designer. '174il`y" �[\ 3 Additional temporary bracing to insure stability during 2,Design assumes the top and bottom chortle is be lateral braced at no " _ P rY g ly g conctructlon laterally <0 �r y 4 4 Is the responsibility of the erector.Additional permanent bracing of Y the.and at 70 o.w respeclMery unless braced throughout their length by I s DATE: 3/13/2018 the overall structure is the responsibility of building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown a a �iiR I 0- SE K4371565 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is me res Q,. fasteners are complete and at no tiros should any loads greater than 5.Design assumes trusses are to responsibility in a anoncorosive environment, TRANS ID: LINK design loads be applied to any component. end are for'dry condition.'of use. s.compaTrushas nocontrol over and assumes noresponsibility for the a.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. .i p 6.This design is furnished subject to the limitations set forth by a.Plates that be located on both faces of truss,and placed so their center March 13 2 18 TP WJrCA in SCSI,copies of which wit be furnished upon request. lines coincide with Joint center Tines. MITek USA,InaiCom uTrus Software 1 L 7.6.8 •E 9.Oigns indicate size of plate In inches, P ( to.For basic connector plate design values see ESR-1311,ESR-19a9(MRek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/" Center plate on joint unless x,y I 6 4 8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. I,;‘,. Apply plates to both sides of truss 1 and fully embed teeth. 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. cr-z 0-1/16" Oz-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Ebracing should be considered. �-� U 3. Never exceed the design loading shown and never . Ill a0ihk\IIIPIIAleAll U stack materials on inadequately braced trusses. H a c�e cs-� C5-6 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- ri/'from 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,sizeorientation and location dimensions ndicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,i, 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. *1411 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. IE0N' reaction section indicates joint MIIII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN ME �� 33 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal IVIIII 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, I\J1 I ie I( 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