The URL can be used to link to this page

Plans (2) /12 Sud 4e5' Mgrzel2--ci0072) -- EIVE® R. , 062019 MiTek a, JF TIGARD BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 40-B NH KD PORCH 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: K2838742 thru K2838762 My license renewal date for the state of Oregon is December 31,2017. -< �D P R OFess 89200PE c' -57 ,,OREGON�� 1.0 is /- -1)- 14 2p . ` ' RR1L�-Y} February 10,2017 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 13'— 11.0" IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 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)+51,( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.5ft, TCDL=9.2,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 Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 6-11-08 6-11-08 T T f 12 12 8.00 HM-4x4 Q 6.00 3 I► o f I IIIIIIIIIIIIIIIIIIIIIIIISI o —/o i /I 0 172 0 M-3x9 M-3x9 Y l y PR. Sts" 1-06 13-11 1-1... ...‘' ��.�`�QGINE'-' ` /pA- `� •-920QPE c' JOB NAME : 40—B POLYGON — Al -- Scale: 0.9961 look "('}��"'" illI 1.WBuilder GENERAL Is unless otherwise noted: , OREGON "r Truss: A l 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 V \7 V'V and Warnings before construction commences. building component.Applicability of design parameters and proper A l'� + 2.2x4 compression web bracing must be Installed where shown 5. incorporation of component Is the responsibility of the building designer. +�© 4 '2--°'\ ]O`ie,�"i.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at t L 11f• Is the responsibility of the erector.Additional permanent bracing of 2'ox,and at itl o.c.respectively unless braid throughout their length by � L� DATE: 2/9/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ahealhing(TC)andlor drywall(BC). """"`!!! 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 7 9 2 4.No mad 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 mads greater then 5.Design assumes trusses are to be used ina non-corrosive environment, TRANS I D: LINK design loads be eppled to any component. and are for"dry condition"of use. S.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 ry 31 701 7 fabrication,handling,shipment components. necessary. L.(v?I(!U 1 edi cto elialonsletr 7.Design esassumes adequate both)face is provided, February ary 10,2017 8.This design is furnished subject to the limitations eel forth by 8.Plates shag be looted on both latae of truss,end placed so their center TPI1WTCA in SCSI,copies of which mill be furnished upon request. tins coincide with Joint center lines. S 9.Diglkare can sae of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.8(1L)-E II.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 13'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-6=(-21) 396 6-3=(0) 322 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-612) 119 6-4=(-21) 396 WEBS: 2x9 KDDF STAND 3-9=(-612) 119 LOADING 9-5=( 0) 94 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: 1B.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -134/ 755V -121/ 121H 5.50" 1.21 KDDF ( 625) 13'- 11.0" -134/ 756V 0/ OH 5.50" 1.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" ' MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.011" @ 15'- 5.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ 15'- 5.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.077" @ 3'- 8.5" Allowed = 0.513" MAX TC PANEL TL DEFL = 0.306" @ 3'- 8.3" Allowed = 0.769" SEASONED LUMBER IN DRY SERVICE CONDITIONS 6-11-08 6-11-08 MAX HORIZ. LL DEFL = 0.009" @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.007" @ 13'- 5.5" 12 12 IIM-4x4 Design conforms to main windforce-resisting 8.00 V Q 8.00 system and components and cladding criteria. 4.0" 3 ,f-,� Wind: 190 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1111 (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. Yx, 1: .411111411111111111111111111 o 6 o 1 I o M-3x4 M-1.5x3 M-3x4 O. l l y 6-11-08 6-11-08 .(C,?,..0) PRO/4. �((!! k 1-06 y 13-11 l 1-06 y w,�c ,GINE`CJ.06 V./2, 89200PE p<' JOB NAME : 40-B POLYGON - A2 /0, ' Scale: 0.3731 In Cr WARNINGS: GENERAL NOTES, unless otherwise noted' /"^I R E.!'�O A I (j, I.Builder and erection contractor should be advised of all General Notes I.This design A based only upon the parameters shown and is for an individual V I"7 C L,i V V /(, Truss: A2 end Warnings before construction commences. building component.Applicability of design parameters and proper / ^/Lf ^\ �` 2.2x4 compress/.web bracing must be matalied where shown+ incorporation of component Is the responsibility of the building designer. 7 /j 1.7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 T, +.+s is the responsibility of the erector.Additional permanent bracing of 2' antl alfa'hic.rsuch as plyanode bracedthroughouttheir length). .L*+R Rtt1, Yy� continuousImsrdging or later lbacing re uire where tlrywall(BC). !(;; 1e,+, DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.20 Impact bdtlging or lateral bracing required where shown++ SEQ. : K2838743 4.No load should be applied to any component untO after all Bracing end 4.Installation oftm`isthe erespo siuenydithe re poloelvencontractor. fasteners are complete and at no tine should any loads greater than Design assumes in dellen loads be applied to any component. ironment, and are for dry condition.of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noreeponalbtEyfor the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necesnary. 1I�. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Feuruary 10,2017 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIhVrCA in SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Sigh indicate size 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(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 29'— 9.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 EWE #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0-C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.8ft, TCDL=9.2,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 in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 14-08-04 14-08-04 TT '1 12 TIM-4x4 12 6.00 D 2 Q 6.00 L • r1 O 03 O Cr I. O M--3x5(S) o M-3x4 M-3x4 R rriat,„ y 12-00 y 17-09-08 �, 'P SS' 29-09-08 �JC.? �1 e•cop a 89200PE fir' JOB NAME : 40-B POLYGON - B1 JO4 / Scale: 0.2960 �w!'-• - APP arasa► ID WARNINGS: GENERAL NOTES, unlessotherwisenoted, "9: OREGON ,_Crl 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 �N, Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper (� 2.2a4 compression web bracing must be installed where shown 0. Incorporation of component is the responsibility of the building designer. /� L. .,s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be Isterally braced al ft. 4, w Is the responsibility of the erector.Additional permanent bracing of 2 o.c,and et 10'o.c.rcapb lu ty unless braced Throughout(heir length by �/ �RIO- DATE: 4Vi 2/9/2017 Ina overall Structure is the responsibility of the building designer. continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). .vi 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K2 8 3 8 7 4 4 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK loads be I applied t and ars for"dry condition "of use. pp ie to anrpomponen. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe e.Design essaryassumes hitbearing eleAsupports shown.Shim orwedge it EXPIRES:. 12/31/2017 fabrication,handling, necessary. shipment tot installation of 1050 components. 7.Design assumes adequate drainage is provided. February 10,2017 5.Tne design Is famished subject the limitations set forth by 8.Plates shaft be located on both feces of truss,and pieced so their center TPIANTCA 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,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector 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 29'- 9.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x4 KDDF N1&13TR LOAD DURATION INCREASE = 1.15 1- 2=(-2076) 473 1- 7=(-392) 1762 2- 7=(-947) 291 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1822) 475 7- 8=(-192) 1143 7- 3=(-193) 757 WEBS: 2x9 KDDF STAND 3- 4=(-1820) 459 8- 5=(-397) 1759 3- 8=(-144) 750 LOADING 4- 5=(-2074) 458 8- 9=(-999) 292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PIE OVERHANGS: 0.0" 18.0" 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" -159/ 1233V -159/ 149H 5.50" 1.97 MODE ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 29'- 9.5" -224/ 1912V 0/ OH 5.50" 2.26 RODE ( 625) LIVE LOAD AT LOCATION(S) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.082" @ 9'- 11.7" Allowed = 1.423" MAX TL DEFL = -0.139" @ 9'- 11.7" Allowed = 1.897" MAX LL DEFL = 0.013" @ 30'- 10.5" Allowed = 0.150" MAX TL DEFL = -0.013" @ 30'- 10.5" Allowed = 0.200" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.039" @ 28'- 11.0" MAX HORIZ. TL DEFL = 0.056" @ 28'- 11.0" Design conforms to main windforce-resisting 14-08-04 14-08-04 system and components and cladding criteria. T Q 1' Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-07-06 7-00-14 7-00-14 7-07-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T 1' T T load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 4.0" 3 ,f--,/ uu M-1.5x3 :1-1.5x3 M m 1 ! 71. 8 - 5o 0.25"o M-3x5 0 M-5x8(S) �-y PROP J. 9-11-11 y 9-05-03 y 9-11-11 y 5' ‘,,GINE-6-• L^hs�/ CeR Q y 29-04-08 y1-06 y CSC? 39200PE �t' • JOB NAME : 40-B POLYGON - B2 .,is000°7 • Scale: 0.2252 - "I�. • ie WARNINGS: GENERAL NOTES, unless otherwise noted: ©f'l C f�.�lltsl Ji� I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is Ior an individual !- 4, 11''"-11E GON VA "'SF Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper '� %tl �rr` �� 2.204 compression web bracing must be Installed where shown v. incorporation of component Is the responsibility of the building designer. ) 7 1 A V •• 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be latera0y traced at "�../ 1't Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 70'o.chin respectively woods braced throughout their length by � �R t L\-- continuous eheatM1ing such as plywood aheeming(TC)and/or tlrywall(BC). • DATE: 2/9/2017 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown+• SEQ. : K2 8 3 8 7 4 5 4.No load should be applied to any component until akar WI bracing and 4.Installation of truss is the responsibility osy of the respective sc contractor.ntrc 4. fasteners are complete and at no time should any loads greater than Design assumes hare to b design mead be applied to any component. and are for"dry condition"of use. TRANS ID: LINK s.Design ass 5.CompuTmsheanocontroloveraMaseumeanoresponsibilityforihe es full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necasaery.um r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. February .1 IO,LO17 • 8.This design is furnished subject to the limflatlons set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPtIWTCA In SCSI,copies of which will be fumished upon request. lines coincide won Joint centerlines. • 9.Digits Indicate see of plate In Inches. MITek USA,IncdCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 36 2- B=(-1367) 4587 8- 3=( -109) 763 2x6 KDDF #16BTR T2 2- 3=(-9867) 1989 8- 9=(-2227) 6505 8- 4=(-1989) 891 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-9587) 1926 9-10=(-2227) 6505 9- 4=( 0) 318 WEBS: 2x9 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-4587) 1926 10- 6=(-1367) 9587 9-10=(-1989) 891 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-4867) 1984 10- 5=( -109) 763 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+51,( 28.0)= 128.0 PLF 6'- 0.0" TO 16'- 0.0" V 6- 7=1 0) 36 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 ELF 16'- 0.0" TO 22'- 0.0" V BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 22'- 0.0" V - --- BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 16'- 0.0" 0'- 0.0" -499/ 1B98V -24/ 29H 5.50" 3.04 KDDF ( 625) 22'- 0.0" -499/ 1898V 0/ OH 5.50" 3.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.307" @ 11'- 0.0" Allowed = 1.059" MAX TL DEFL = -0.504" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.058" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.096" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, 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 5-11-11 10-00-10 5-11-11 in the plane of the truss only. T T T f 5-11-11 5-00-05 5-00-05 5-11-11 f 4320# T 4320# T 12 12 4.00 I7 d 4.00 M-4x12 M-4x12 M-4x10 4 T2 N 2 M 1 mmdMMOMMEMMIIMMOMMEMMOMMEMMEMMM _ - - ��r 7 8 9 10 z o M-3x10 M-3x8 0'25" M-3x8 M-3x10 0 M18HS-7x14(0) y y y y � � p p Fr5-03-12 5-08-04 5-08-04 5-03-12 '<( s > k y y GN /, p ,1-00 22-00 1-00 p -i...- „_',.., :-9200PE �f JOB NAME : 40-B POLYGON - Dl 3; Scale: 0.3050 WO Ile 1.WBuilder O, hRAeNOTES, unless tithe noted: -�� ,�C3REGON ��" I.Suiber end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en IrMivitlual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and Incorporation of component is the roc proper 2.914 compression web bracing must be t ataNed where shown+, rpore ponenresponsibility of the building designer. ./� '7 f vy r 2. ` v" + 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at .0 . Y la the responsibility of the erector.Additional permanent bracing of 2 continuous and at fO o.chin respectively as cooss braced throughout their length). �'j'R R t L�- DATE: 2/9/2017 Ina overall structure Is the responsibility cominaoua sneatmng such as ptywaaa aneaming(Tq and/or drywan(ac). p ty of the bulHing designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : K2 8 3 8 7 4 6 4.No bed should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and 0 no time should any loads greater then 5.Design assumes trusses ere to be used in a noncorrosive environment, designbeds beapplied to an ponen and are for"dry condition"of use. TRANS ID: LINKrpam 5.ComTrus has no control over and assumesnore e.Design assumes full bearing atall suppodsshown.Shimorwedge it EXPIRES: 12/31/2017 pusponsibilNy for the neessary, fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. February10,2017 6.This design is furnished subject to thee limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPbNTCA in SCSI,copies of Witch will be fumishatl upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-476) 1883 3-10=(-115) 158 BC: 2x9 KDDF ){laBTR SPACED 24.0" O.C. 2- 3=(-2055) 553 10-11=1-934) 1997 10- 9=) -25) 323 WEBS: 2x9 KDDF STAND 3- 4=(-1885) 447 11- 8=1-498) 1883 10- 5=(-229) 197 LOADING 4- 5=(-1756) 995 5-11=(-229) 197 TI LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1756) 995 6-11=( -25) 323 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1885) 497 11- 7=(-115) 158 TOTAL LOAD = 92.0 PSF 7- 8=(-2055) 553 8- 9=( 0) 36 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 0'- 0.0" -115/ 1038V -39/ 39H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22'- 0.0" -115/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 _ MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.054" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" • MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCD1,=6.0, ASCE 7-10, 7-11-11 6-00-10 7-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' T 1' load duration factor=l.6, 4-00-08 3-11-03 3-00-05 3-05-04 3-06-04 4-00-08 Truss designed for wind loads ,- f 1 1 1 in the plane of the truss only. 12 12 9.00 17 M-4x6 M-4x6 "" 4.00 M-3x4 5 M-1.5x3 sN : 15x3 3 (n ul • MINN 6 1 _0,...?; 1: �_' Pei, 9 M of 2 - 0 11 -8 0l • o M-3x4 M-3x8 M-3x5(5) M-3x8 M-3x4 0 ), l 1 y 7-05 7-02 7-05 y y � Rid. :10-00 12-00 <C'5.' ` „G . 0 '61 leyrNE Cti C • 2l00 22-00 l 00 � 89200PE r • JOB NAME : 40-B POLYGON - D2 , 'op Scale: 0.2800le OREGON /. WARNINGS: GENERAL NOTES, unless otherwlse noted: F {OREGON 'V,, 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 indwmual ,/ate f, 4, Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper /./4" 44.,+1I'` �O` ` 2.204 compression web bracing must be installed where shown o. Incorporation of component Is the responsibility of the building designer. -7 r ��{1 3.Additional temporary bracing to insure Lability daring construction 2.Desitin assumes the top and bottom chords to be throughout braced al /br� ei*1 Ia the recponaibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.ras ply unless braced throughout their length by ie 'R.RIO- DATE: . 2/9/2017 the overall structure Is the responsibility of the buildingdesigner. 20coimpact sheathinganr suchr l b acing requirede where shown and/•r 0rywall(BC). p ty 3.201mpact bdtlging or lateral bracing �t SEQ.: 1<2838747 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respec0Ne contractor. fasteners are complete and al no time should any loads greater than s.Design as mes 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 end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2731/x'101 7 eery. .1 I L1'J GUI I fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. February 10,20 1 7 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 TM/YWCA 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,Ino./CompuTrus Software 7.6.8(10-8 t0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-12=(-635) 1883 3-12=(-115) 151 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2055) 734 12-13=(-722) 1947 12- 4=( -56) 323 WEBS: 2x4 KDDF STAND 3- 4=(-1885) 668 13-10=(-665) 1883 12- 6=(-229) 225 LOADING 4- 5=( 0) 0 6-13=(-229) 225 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1756) 652 8-13=( -56) 323 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- B=(-1756) 652 13- 9=(-115) 151 TOTAL LOAD = 92.0 PUP 7- 8=( 0) 0 -------------__----------------- -- 8- 9=(-1885) 668 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2055) 733 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 36 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 12.0" 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" -171/ 1038V -39/ 39H 5.50" 1.66 RODE' ( 625) 22'- 0.0" -171/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) HND. 2• Design rherked for net/-5 pnfl uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.098" @ 11'- 0.0" Allowed = 1.059" MAX TL DEFL = -0.162" @ 11'- 0.0" Allowed = 1.906" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.031" @ 21'- 6.5" 9-11-11 2-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" 4-00-08 3-06-04 2-04-15 1-00-015 k 2-04-15 3-06-04 4-00-08 Design conforms to main windforce-resisting f system and components and cladding criteria. 1-00-05 Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8-00 8-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T f f load duration factor=1.6, 12 Truss designed for wind loads 9.00 7 12 9in the plane of the truss only. .00 M-4x6 9x6 M-3x4 Ap M-1.5x3 M-1.5x3 „aiiiiiiiiii...._ • N 2 12 13 10 0 o M- 3x4 M-3x8 M-3x5(S) M-3x8 M-3x4 o y 7-05 y 7-02 > 7-05 k r ck=0 PRQF�,S 1 y 10-00 Y 12-00 y )' Cr' .�G1N ER s/ate 1-00 22-00 1-00 �' 89200PE �6' JOB NAME : 40-B POLYGON - D3 `4 . Scale: 0.2675 p OREGON �s' , k' WARNINGS: GENERAL NOTES, unless otherwise noted: L. T.te /� Truss: D 3 1.Builder and erodlon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IMNidual I© q 1 2°' ]Q� and Warnings before construction commences. building component.Applicability of design parameters and proper /r ].2y4 compression web bracing must be Installed where shown+. Incorporation of component k the responsibility of the building designer. //++.. 3.Addwlonel temporary bracing to b..stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et +[]�'1 4 t is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10 o.c.respectively unless braced throughout their length by !'� v DATE: 2/10/2017 the overall structure Is the responsibility f the building designer. continuousxImp sheathinginsuch ea plywood aired where s and/or drywall(BC). p ty o g 3.2a Impact bridging or lateral bracing required shown++ SEQ. : K2 8 3 8 7 4 8 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respecthe contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES. 12/31/2017 TRANS ID: LINK design loads be applied to any component. end are for"dry condition..or use. 5.CompuTms has no control over and assumes no roaponalblllty for the 6.Design assumes full bearing et all supports shown.Shim or wedge If necessary. fabrication,handling, February 10,2017 .,shipment.na mst.watkn oroomponams. 7.Design assumes adequate drainage Is provided. B.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both fees of truss,and pieced so their center TPIMRCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center Ones. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1o.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC 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- 2=) 0) 36 2- 8=(-3B5) 1863 3- B=(-352) 219 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-2033) 962 8- 9=(-200) 1299 8- 4=( -93) 563 WEBS: 2x4 KDDF STAND 3- 9=(-17B2) 395 9- 6=(-909) 1863 9- 9=( -92) 563 LOADING 4- 5=(-1782) 395 9- 5=(-352) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2033) 962 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 36 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" -12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -117/ 1038V -98/ 98H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 22'- 0.0" -117/ 1038V 0/ OH 5.50" 1.66 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" , MAX LL DEFL = -0.083" @ 19'- 4.7" Allowed = 1.054" I MAX TL DEFL = -0.139" @ 19'- 4.7" Allowed = 1.406" MAX LL DEFL = 0.002" @ 23'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.027" @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.045" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 1' '( 1' Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5-10-14 5-01-02 5-01-02 5-10-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f f f load duration factor=l.6, 12 12 Truss designed for wind loads 4.00 D 4 4.00 M-4x6in the plane of.the truss only. 4.0" 4 .(--f( pl 0 M-1.5x3 M-1.5x3 3 • • ,,,ileK \III* ul 4/ N I 1 _ �' -1-I eas - 7 M 0. M i_i_r gyp I 2 8 9 � I to M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 7-07-04 6-09-08 7-07-04 • 1 12-00 l 10-00 b �,c P R Qp yi00 22-00 yl coy Co� 41/4.,\GI NE6- a,O, cc 89200PE t-- JOB • JOB NAME : 40-B POLYGON - D4 ,: 1IF .�Fj'�y�/�' Scale: 0.2800 �'y.. WARNINGS: GENERAL NOTES, unless otherwise noted: ' oRE1.1,aN as`S•_. I.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 ,/}� {,, A. Truss: D4 and Warnings before construction commences building component.Applicability of design parameters and proper !t), 14 2.° NN 2.era compression web bracing must be installed where shown o, Incorporation of component is the responsibility of building designer. -7/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be letefa lty braced at /. �..s_ lathe responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by '7 R R 1 Ly 1O DATE: 2/9/2017 the overall sWcture Is the res onsibig f the building des' continuous ridging or such as plywood required et where s ownandr+drywell(BC). \+' p ry o g rener. 3.za Impact bridging or lateral bracing regwred where mown«. SEQ. : 8<2838749 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater Ihan s.Design assumes busses are to be used m a non-corrosive environment TRANS ID' LINK design loads be applied to any component. and are for•dry condition'.ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if EXPIRES: X b l R E S: 12/31/2017 2 f3 7/201 7 ry._ 1_/l T' Fl Lt7 Li\77 Gil I fabrication,handling,shipment and installation of components. T.Plates assumes adequate nbothtdrainage lo tues,provided. February 10,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a.DIgts Indicate size of plata In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basis 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 18'— 9.0" TC: 2x4 KDDF gl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 818BTR SPACED 29.0" O.C, Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND; system and components and cladding criteria. 2x9 KDDF 61&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSE load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed fox wind loads in the plane of the truss only. Unbalanced live loads have been considered fox this design. Gable end truss on continuous bearing wall UON- M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 9-00-08 14-08-08 M-1.5x3 12 6.00 P rn O c3 01 12 9.00 ,''- M-5x8 411 it/� o I M-3x4 M-3x5 M-3x9 ,L b y b ,` ,Q* (� Qfi�ss 0-09y 4-00-08 14-08-08 y C?�� ,G�GiN �cR /U� 0-09 18-09 �- 89200PE r JOB NAME : 40-B POLYGON - F1 """ 1 .; . Scale: 0.3099 -y�G OREGON 1�,' -ct WARNINGS: GENERAL NOTES, unless otherwise noted: �� ya. 1.Builder end erection contractor should be advised of all General Notes 1.This design ts based only upon the parameters shown end is for an Individual �f� i 1('y 4� •y... Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper C/ 4 2.204 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. All 3.Additional temporary bracing to Insure stability during construction 2.Design and 15 the top and bottom chords to be laterally braced at '111 1:1(-3'j L is the responsibility of the Stanton.Atldit:nret permanent bracing of 2'o.c.end at 10 5.c.reepectNety unless braced throughout their length by (�f=1 L 1� DATE: 2/10/2017 the overall structure is the responsibility of buildingdesigner. Zn Impact or etchasacing e required here s)hownnd/or drywell(BC). P N o g 3.In Impact bridging or th lateral bracing ityofthe where shown•• SEQ.: K2838750 <.No load should be applied to any component until eller ell bracing and 4.Installation of hues is the responsibility of the respective contractor. fa12/31/2017 steners are complete end at no time should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment. EXPIRES: TRANS ID• LINK design bads be applied to any component. and are for bycondition"of use. 5.Com True hes no control over and assumes no re B.Design eseumee NII bearing et all supports shown.Shim or wedge if February 10,2017 .. pu responsibility for the , fabrication,handling,shipment end installation of components. 7,Design assumes adequate drainage is provided. 8.This design b furnished subject to the limitations set forth by B.Plates shell be located on both feces of truss,end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L(-Z 10.For basic connector plate design values see ESR-1311,ESR-1685(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 9.0" DEC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 8=(-102) 100 3- 8=(-621) 262 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-446) 344 7- 9=( -53) 48 7- 8=(-654) 236 WEBS: 2x4 KDDF STAND; 3- 4=(-659) 192 9-10=(-237) 490 3- 9=(-184) 490 2x4 KDDF #1&BTR A LOADING 4- 5=(-218) 193 9- 4=( 0) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=( -10) 5 4-10=(-609) 231 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIE 10- 5=(-197) 197 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 9.0" 0.0" LL = 25 POP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -61/ 332V -125/ 351H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 4'- 2.3" -83/ 709V 0/ OH 5.50" 1.13 KDDF ( 625) considered fox this design. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 18'- 9.0" -109/ 650V 0/ OH 5.50" 1.04 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. II__ 4-00-08 14-08-08 LOUD. 2: Design checked for net(-5 psf) uplift at 24 "nr. sparing I T ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/l80 4-04 7-02-08 6-10-12 0-03=12 MAX LL DEFL = 0.001" @ 0'- -9.0" Allowed = 0.075" '1 ' I '( ' MAX TL DEFL - -0.001" @ 0'- -9.0" Allowed = 0.100" 12 12 MAX LL DEFL = -0.011" @ 11'- 5.7" Allowed = 0.690" 4.00 6.00 M-1.5x3 MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.0" Allowed = 0.239" • -/ MAX TC PANEL TL DEFL = 0.022" @ 2'- 4.6" Allowed = 0.358" MAX TC PANEL TL DEFL = 0.057" @ 7'- 2.1" Allowed = 0.751" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 18'- 3.5" MAX HORIZ. TL DEFL = 0.007" @ 18'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=23.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (Ails::: Enclosed, Cat.2, Exp.B, MWFRS(Dir), �p load factor=l.6, r,.t End v ) axe exposd to wind, o Trusfor wind loads A co in the plane of the truss only. oI ch M-5x8 10.O' Y of 2 t N taw 1811 o M-3x4 0 I 7 9 �_X10 o M-3x5 M-4x6 M-3x4 M-3x4 p y 4-02-04 y 7-00-12 y 7-06 y O P R Ore. 0-09 4 -00-08 y 14-08-08 y ��Kck-l GINE"� 6'/o 0-09 IPROVTDR Ft1LT. RPARTNr:•,T1-a•2.7_15 I 18-09 4.4 89200PE l JOB NAME : 40-B POLYGON - F2 ,' -'' 59 Scale: 0.2746 -yr OREGON lC,,. WARNINGS: GENERAL NOTES, unless otherwise noted: L •(+�,,a� (�.KN 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�y t s1y �4 Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper// M ].2a4 compression web bracing must be installed where shown.. Incorporation of component Is the responsibility of the bulking designer. 4/j 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the cap and bosom chorda to be laterally braced at "f p a I1 k 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 I'1 L+ DATE: 2/10/2017 the overall structure is the responsibility f the buildingdesigner. continuous rhgerhing atehaealcng requd ired nirere shown pons ty o 3.2e Impact bridging or lateral bracing required where shown�• SEQ. : K2 8 3 8 7 5 1 - 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. EXPIRES: 12/31/2017�]/r� q/�{'J fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, I L!Q /LU l 1 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"olux. 5.CompuTrua has no control over and assumes no responsibility for the 6.Dei 8�asumea NII beefing et ell suppose shown.Shim or wedge if February 10,2017 fabrication,handling,shipment and installation of components. ry 7.Plates adequateassumesdrainage is provided. B.This design is furnished subject to the Ilmllatbne set forth by S.Plates shall be bo located on f both feces of truss,and placed so their center TM/YWCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate We olplate in Inches. MiTek USA,Ina./ComplsTrns Software 7.6.8(1L)-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 9'- 0.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(-26) 28 3-5=(-121) 103 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-53) 39 WEBS: 2x4 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 9.0" 0.0" 0'- 0.0" -48/ 286V -16/ 49H 5.50" 0.46 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.5" -18/ 160V 0/ OH 5.50" 0.26 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I_ REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. n.OND. 2: Design checked for net(-5 psf) uplift at 29 "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 = 0.001" @ 0'- -9.0" Allowed = 0.075" MAX TL DEFL = -0.001" @ 0'- -9.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.6" Allowed = 0.206" 3-08-12 0-03-12 MAX TC PANEL TL DEFL = 0.014" @ 2'- 3.6" Allowed = 0.309" .f .f .f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.8" 4.00 D MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.8" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5X3 load duration factor=l.6, End vertical(s) are exposed to wind, 3 -1( Truss designed for wind loads in the plane of the truss only. M 1 . O I , O / 2► 5 M-3x4 M-1.5x3 ,1 ) b 3-08-12 0-03-12 b b l 0-09 4-00-08 tiGtNR / p2 ` 61w `. 89200PE x • JOB NAME : 40-B POLYGON - F3 �.. • Scale: 0.6232 t WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON f1 I.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shorn end Is loran IndNldual OREGON i Vh "�,/ Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building aaeigner. f�.7'1 y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at /'C„/ i 1�� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless bated throughout their length by + 1 1�� DATE: 2/9/2017 the overall structure In the responsibility f the building sea conilnuoue sheathing such as plywood sheathing(TC)and/or drywall(BC). ig•IIII7 pone ty o g igner. a 2i Impact bridging or lateral bracing required where shown++ SEQ.: K2 B 3 B 7 5 2 4.No mad should be applied to any component until akar all bracing and 4.Installation of truss Is the responsibility of the resp.ctNe contractor. fasteners are complete and al no time should any loads greater than S.Design lest assumes losses are to be used In a non-corrosive environment, TRANS ID: LINK g^pads bedpped to anycomponen. Iapplied t and are for condition'.of use. 5.Com Trus hes no control over and assumes no re 8.Design assumes mil bearing at ell supports shown.Shim or wedge if EXPIRES:. 12/31/2017 pu responsibility for the seary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the llmketlons set forth by 8.Plates shell be located on both faces of truss,and placed s0 their center February 10,2017 , TPIIWTCA 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,Ino./ColtlpuTfus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1317,ESR-1988(Welt) • This design prepared from computer input by • PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 6`— 5.8" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 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: 140 mph, h=20.3ft, TCDL=9.2,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=1.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-02-14 3-02-14 T T T 12 12 8.00 177 Q 8.00 IIM-4x4 3 714111111111111111611116. rh0 i • 0 0 M-3x4 1 ), y ). l 1-06 6-05-12 1-06 tiD PR. )Fe S�S' �c`5 ��G1 fU�fide /02 Ct' 89200PE fir' JOB NAME : 40-B POLYGON - G1 e. - Scale: 0.6139 WNW. �eV. • '�;' WARNINGS: GENERAL NOTES, unless otherwise noted OOC('S!"5 fv1 j�' 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 en individual �j 1A�ll CC 1171../IY *_.. �' / • Truss: G 1 and Warnings before construction commences building component Applicability of design parameters and proper / � A N 2.2a4 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer. h .a y q 3.additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom clw,rds to be laterally braced at �.l 1�Y Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 1 i o.c.respectNeN unless braced throughout Their length by (++� DATE: 2/9/2 017 the overall structure ix the res onslblN r me bmlmn seal continuous aheathlnB ouch ea plywood sheathing(TC)anNor tlrywell(BC). (` • responsibility o g designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2838753 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responelbllity of the respectbe contractor. fasteners are complete and a1 no time should any loads greater than 5.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. desi TRANS ID: LINK 6.Design assumes hill bearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the yyary fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. February.1 10,20.1 17 8.This design Is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPIS TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits Indicate size of plate In Inches. MiTek USA,Ino./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-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-5=(-7) 150 5-3=(0) 139 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-250) 61 5-4=(-7) 150 WEBS: 2x9 KDDF STAND 3-9=(-247) 66 LOADING IC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -111/ 483V -48/ 59H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.8" -31/ 270V 0/ OH 5.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. TOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: 11=1/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL DEFL = -0.013" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.020" @ 9'- 8.8" Allowed = 0.215" 3-02-14 l 3-02-14 MAX TC PANEL TL DEFL = 0.018" @ 4'- 8.8" Allowed = 0.322" ' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 8.00 Q 6 00 MAX HORIZ. LL DEFL = 0.001" @ 6'- 0.2" MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.2" M-9X4 Design conforms to main windforce-resisting II system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=20.3ft, 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. o AlliAll11111111111 1 m ioy_ I 0//111111 5 ►�, I 0 -3x4 M-1.5x3 M-3x4 1 l b y 3-02-14 3-02-14 J. y • b 1-06 6-05-12 �cc 1D PROF s� C.:71D G1 N `a? C 89200PE mac" JOB NAME : 40-B POLYGON - G2 ,Atlli►/ Scale: 0.5813 �'��'"'"'' Ill WARNINGS: GENERAL NOTES, unless otherwisenthepnoted: 17 �,•OREGON ��-` Truss G2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon parameters shown and is for an Individual VV RC I� i, and Warnings before construction commences. building component.Applicability of design parameters and proper ,y] A + 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �jti T?/ 1^,!7 ` �'�i.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'S•/ Y /r 1 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 All. '''' '13R 1 O- DATE: 2/9/2017 the overall structure le the responsibility of the building designer. continuous sheathing such as plywoodalhing(TC)anelorerywall(BC). 3.20 Impact bridging or lateral bracing required where shown++ SEQ.: K2838754 4.No mad should be applied to any component until after all bracing and 4.Installation of rusa Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, Iappliedand are for"dry condition"of use. TRANS ID: LINK design osds be any component. 6.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES: 1213112017 5.CompuTrus has noocontrol to control over and assumes no responsibility for the necessary fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 10,2017 6.This design is lumished subject to the limgations set forth by B.Plates shaft be located on both faces of truss,end placed so their center TPI/W7CA In SCSI,copies of which will be furnished upon request. lines coincide wMh(MN center lines. " S.Sigh indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1377,ESR-tB138(Marek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF#16BTR SPACED 29.0" O.C. 2-3=(-3l) 30 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -55/ 297V 0/ 28H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -89/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PEE Ground Snow (Pg) 6'- 0.0" 0/ 98V 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.072" 1-11-11 MAX TC PANEL TL DEFL = -0.002" @ 1'- 1.5" Allowed = 0.109" T f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.236" MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.8" Allowed = 0.315" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 c,'" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 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, (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. 3 n1 I Ln r- 1 1 - - o rn 1/2 - - ` 4 � M-3x4 ), b b 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 '.< 0 PR Ore. k, ASCSI NGtNE�h' /00, `',t' 4^.. 89200P r" JOB NAME : 40-B POLYGON - J1 ,,,/r-'°' Scale: 0.7158 'L ,_t/..... WARNINGS: GENERAL NOTES, unless otherwise noted: -.1p" OREGON C /`t t+1 J u 1.Bulkier 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 ,r.0 V I-1 C '✓I V h .4„, Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper L+ �J � AN�� 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. "�1e1 '1).- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the too and bottom chords to be laterally braced at �w./ Is the responsibility of the erector.Additional permanent bracing of c'ntc.in and at 70'hin.respectively ply wood s braced throughout their length by (^+Fi R IO- DATE: continuous sheathinginsuchnl b plywood e here sown r4 drywell(BC). IN, 2/9/2Q17 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ SEQ. :: 1<283 8 7 5 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.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 7 6.Designa assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 mmmM fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. February 1 O,20 q 1 7 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 TPI N?CA In SCSI,copies of witch will be furnished upon request. lines coincide with joint center lines. 9.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 ESR-1311,ESR-t988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-97) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -47/ 396V 0/ 47H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -80/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 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. ICOND. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 1' 4' MAX TC PANEL LL DEFL = 0.008" @ 2'- 0.7" Allowed = 0.213" MAX BC PANEL TL DEFL = -0.029" @ 3'- 1.4" Allowed = 0.315" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 c7' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,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. rn 1 r 0 I •trt f 1 El 0 M-3x4 • b ,1 b 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 • �(� 0PRQp �t' 89200PE. f' JOB NAME : 40-B POLYGON - J2 • Scale: 0.6763 0 e � WARNINGS: GENERAL NOTES, unless otherwise noted: 7G. _ ©N 4r, 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon me parameters shown and Is for an individual 'V y� a,f,( Truss: J2 and Warnings before construction commences. building component.Appllcablllty of design parameters and proper .j (� Vs 2.2:4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. +�/'s -T f " 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be lateral9 braced at 4,/ A Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end al 10.o.c.rospeGNety unties braced throughout their length by '1 'R DATE: 2/9/2017 the overall structure tithe responsibility of building seal continuous sheathing such as plywood ehealhing(TC)end/or tlrywell(BC). "��•""!!!!!!((�^ RIO- P ty o g gner. 3.2t Impact bridging or lateral bracing required where shown.+ SEQ.: K28387 5 6 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. end are for"dry condition.muse. 5.Com Trua he.rn control over and assumes no re B.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:. 12/31/2017 fabrication,handling,shipment end installation of components.for the necessary. 6.This design is furnished subject to the limitations set forth by 8.Design hallb assumes adequate ton oth'f c e'e rusprovided. February 10,2017 S.Piec coincide be th)uir both faces of truss,and placed so their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines colncitla with joint center lines. 9.Digits indicate sae of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 658-1311,ESR-1988(MITek) This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-69) 34 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -57/ 903V 0/ 65H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 3'- 7.2" Allowed = 0.354" 5-11-11 - MAX TC PANEL TL DEFL = -0.079" @ 3'- 4.7" Allowed = 0.531" .� 4' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 12 9.00 D MAX HORZZ. TL DEFL = -0.000" @ 5'- 10.9" 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, : (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 I M O N I m o 1 2�� 4 0 M-3x9 k 1-00 'PROVIDE FULL BEARING;Jts:2,4,3 16-00 -`icy° PROre:0 c x9200PE c- JOB NAME : 40-B POLYGON - J3 Scale: D.6406 � !" aliPP • WARNINGS: GENERAL NOTES, unless otherwise noted' OREGON C f`I/'"1 fv 1 /a . 7 Builder end erection contractor should be advised of all General Notes 1 This design s basad only upon the parameters shown and is for en individual ,/yam V I-1 C t7 V I V 'y„/ • Truss: J3 and Warnings before construction commences building component.Applicability of design parameters and proper �, y},l r�P� � 2.504 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 lop and bottom chords to be[literally braced at is the responsibility 0 the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � , s Fat. DATE: 2/9/2017 the overall structure is the responsibility of the buildingdee 20 lepoueshggiogater lbas actngg re vire coheresTC)own+and/or drywall(BC). p ty designer. 3.2x Impact bridging or lateral bracing required wheys shown++ SEQ. : K2 8 3 B 7 5 7 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 bads greeter than 5.Design assumes trusses are to be used in a noncorroalve environment, TRANS ID' LINK design loads be applied to any component. and are for dry condition ot usa. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design carysumes full bearing at all supports shown.Shim or wedge If I., EXPIRES: V O'b C C♦ '-1!'J 7�'l ft 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Ia provided. February 10,2017[..t7 C(a7 4 !'4J I 6.This design is furnished subject to the limitations sat forth by S.Plates shall be located on both faces of truss,end placed so Meir center TPIiWOCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in Inches. MiTek USA,Inv./CornpoTfus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 66 3-4=(-45) 18 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -43/ 378V 0/ 84H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 33BV 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -19/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.036" @ 2'- 9.4" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.043" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 4.00 D MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" q -/ 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), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ri M I ti N N /- r m I i- 210245►E 0 M-3x4 y l Jr y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,5,3,4 I 1=11-11 '` G1 N E -6'`."'p PROF S' 4 tNFR /p2 89200PE �c JOB NAME •. 4 0-B POLYGON - J4 /�"' . ,.-- Scale: 0.5916 - ' •- [.''` . WARNINGS: GENERAL NOTES, unless otherwise noted' © OREGON " 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual ] A-1f C 1,7 'V N. A,„f Truss: J4 and Warnings before construction commences, budding component.Applicability of design parameters end proper L F7 (1A Z 204 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the bullBing designer. �/'� y^t n r,/, ` �"'�. 3.Additional temporary bracing to Insure stability during construction 2.Design eucaines the top and bottom chorda to be laterally braced#1 <w/ 1 K 4 Is the responsibility of the erector.Additional permanent bracing of 2 o.c,and at 10'o.c.respeclNely unless braced throughout their length bytes, tTiri DATE: 2/9/2017 the overall structure Is the responsibility or the building designer. 20 Impact sheathing such l bracing plywood aired where shown o •tlrywell(BC). !"R R.t 4 3.20 tmpti boil or thterel ity of the tNe c •a SEQ.: K2 8 3 8 7 5 8 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the reapactNe contractor. fasteners are complete end el no time should any loads greater than 5.Design assumes bnon- corrosive trusses are to be used In a nonorrosive environment, TRANS ID: LINK design loads be I applied t end are for"dry condition.of use. pped to any CompuTrus has no control over and assumes no responsmlldy for the B.Design assumes full bearing at at supports shown.Shim or wedge If EXPIRES: 12/31/2017 neces fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage Is provided. February 10,2017 6.This design is furnished subject to the limitations set forth by B.Plates shad be located on both feces of truss,and placed so their center TPIANfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dlgds indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 • This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 67 3-9=( -54) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE DL ON BOTTOM CHORD = 10.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -35/ 379V -1/ 102H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.2" -157/ 369V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 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/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.024" @ 2'- 11.9" Allowed = 0.356" MAX TC PANEL TL DEFL = -0.040" @ 2'- 11.9" Allowed = 0.533" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 9'- 10.9" 12 Design conforms to main windforce-resisting 4.00 D system and components and cladding criteria. Wind: 190 : P: :: 6:C: 6E5P ph, h=15ft, nly. 3 rn 0 M N f M 1 O M 2 5 III.=-41 0 M-3x4 • • y Y y 1 1-00 6-00 3-11-11 0 PRQp '• PROVIDE FULL BEARING;Jts:2,5,3,4 ��[_\ oaGINE, --/� �.�.. 89200PE �V JOB NAME : 40-B POLYGON - J5 /�"j-r'" Scale: 0.5135 •0'i Ai. . WARNINGS: GENERAL NOTES, unless otherwicenoted -pL -OREGON 441 1.Builder and erection contractor should be advised of all General Notes 7 This design Is based only upon the parameters shown and Is for an individual 5. Truss: J5 and Warnings before construction commences building component Applicability or design parameters and proper ^� 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. <ii`') ) y`7' 0 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �.J I"t' ell?, Id the responsibility of the erector.Additional permanent bracing of 2'continuous and at 70'o.c.ret rel b ly woods braced(TC)and/or their length by SFR R 112k- DATE: y+I 2/9/2017 the overall structure is the re bili of building designer. 24Impsheaml or suchaeacing rtluiredherenown•drywall(BC). +',(V sponsi ty o g goer. 3.2x Impact bdtlging or lateral bracing required where shown++ SEQ.: K2838759 4.No load shouldeappliedtoanycomponentuntilafter bedsglbracingand 4.Installation oftrueslethe responsibnllyofthe reepec0Necontractor. ' fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID' LINK design bads beapplied toany component. and are for"dry condition"oruse. S.CompuTrus has no control over and assumes no responsibility br the 6.Design ceasuman full bearing at all supporta shown.Shim or wedge If EXPIRES: V[]'E7 C L.: i'"!/n31(''1 tl 7 fabrication,handling,shipment and Installation or components. ry1_/l l� RC.t7 I!(s.1 Jlf'SJ T.Design ierce&assumes cteduon drainageisruvided.an February 10,2017 6.This design is famished subject to the Imitations set forth by S.Plates shall be located on both faces of truss,and placed so melt center TPIIWTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate else of piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DD£/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 • BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-37) 11 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 301V 0/ 28H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -27/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -16/ 42V 0/ OH 1.50" 0.07 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 1S PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" • MAX BC PANEL TL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.057" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.00 G,'" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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, (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. 3 rn I Li, , 11 o rn I I f-- 2 9 11110-=.01111 ! M-3x9 l b b 1-00 2-00 • 'PROVIDE FULL BEARING;Jts:2,4,3' �-tei0 P R QFFSs �c 4 . `'.h' f© `` 89200PE • JOB NAME : 40-B POLYGON - SJ1 / ' . ___ AIScale: 0.7412 i=-_ " - 40 CrWARNINGS: GENERAL NOTES, unless otherwisenotd, OREGON Truss: S Jl 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters h and is for an individual Z A-V I? i s 'V *_ `'Y/ end Warnings before construction commences. building component Applicability of designparameter,and proper Z. -!� �N A. Z D:4 compression web bracing must be Metalled where shown 0. Incorporation of component NM responsibility f thebuilding dealgner. � 1 3.Additional temporary bracing to Insure stability during construction Z Design assumes the top end bottom chords to be laterally braced el /'4.✓ i N'1�� by Is the responsibility of the erector.Additional permanent bracing of 2'nand et ICYSob rssch as ply ood ss braced throughout their dry kngm), �/ -r i Fl t Lk- DATE: 2/9/2017 the overall structure la the responsibility /the buildingdesigner. continuous4Impact Mging or euehaaacing re uire where) rtlrywall(BC). ""'"!!!!(,y pons ly o g 3.2a Impact bridging or lateral bracing required where shown 0 0 SEQ.: K2838761 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respecthte contractor. ' 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, designds be applied to anynt, and era for condition'of use. TRANS I D: LINK 5.caulrua has o controlovernd assumes no responsibility 6.Design assumes full bearing dt el supports shown.sloe or wedge 11 EXPIRES: 12/31/2017 pusponsibility forme ne aeeryum fabrication,handling,shipment and Installation arcomponents. T.Design assumes adequate drainage is provided. S.This design Isfurnlshed subjeol Is lbs l:mirallons sal forth by 9.Plates shalbelocated enboth faces oftruss,and pieced sotheir center February 10,2017 TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide wlh)Dict center lines. uTrus Software 7.6.8 1 L-E 9.Digits Indicate size of plate In inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-7311,ESR-1985(MiTek) This design prepared from computer input by e PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-50) 22 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -70/ 322V 0/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 591/ 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -49/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9.0017 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.093" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.057" SEASONED LUMBER IN DRY SERVICE CONDITIONS, MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting Ili 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), load duration factor=1.6,, AlTruss designed for wind loads r1 in the plane of the truss only. ti r I f l - - O - M-3x9 • l b y y 1-00 2-00 1-11-11 �r�h{5a O FtPROVIDE FULL BEARING;Jts:2,9,3 � r0 :9200P• r" JOB NAME : 40-B POLYGON - SJ2 / • Scale: 0.8860 , SOW 1/0 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON Via". 1,Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is tor en Indlv duel f . Truss: SJ2 end Warnings before construction commences. budding component.Applicability of design parameters and proper F t} �^� 2.2a4 compression web bracing must be installed where shown+ incorporation of component s the respons b Igy of the building designer. "f/1 7 ^1 V 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the top and bottom chortle to be laterally braced at '�✓ A^a. Y by is the responsibility of the erector.Additional permanent bracing of contino.uous and sheathingt IC/hrmien as ply woods braced throughout r dry Ie ll(B). 1'^ R R 10- DATE: 2/9/2 017 the overall structure is the res ibR the desi 2x Imp nus such as plywood required a where s and/or tlrywell(SC). responsibility ofbuilding error. 3.2a Impact bridging or lateral bracing when ehawn+• SEQ.: K2 8 3 8 7 62 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greeter than 5.Design a non -corrosive trusses are to be used In a nocorrosive environment, TRANS I D• LINK design bade be applied to any component. and are for dry common of use. 5.CompuTnfshasnocontroloverandassumesnoresponsibilityforthe 6 nDecelga%aassumesfullbearingatansupportsshown.ShlmorwedgeIf EXPIRES: 12131/2017 fabrication,handling,shipment and Installation of components. ry. 7.Pl tes assumes ne drainage is provided. February 10,2017 8.This design Is furnished eubka to the limitations set forth by e.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 weh Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompUTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4-1 3/" Center plate on joint unless x,y p y a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury IM= Dimensions are in ft-in-sixteenths. 114k 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 „ 2. Truss bracing must be designed by an engineer.For 0'1/16 hAl wide truss spacing,individual lateral braces themselves Qmay require bracing,or alternative Tor I _ ..iIM Obracing should ci considered. ■_ 0 3. Never exceed the design loading shown and never a0L111141111111111.1M stack materials on inadequately braced trusses. H 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 ill plates 0- 1/4 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 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. bytext in the bracingsection of the by AWC inthe C2approve12d/new NDS 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shownare the responsibility of others. 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. :m0 reaction section indicates joint IMINIII Ell number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �EN ,pc 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for MetalMill project engineer before use. 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. M.Te k 0 is not sufficient. BCSI: Building Component Safety Information, 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 0 II v Co n m Cz cmQo Q. xi- 6 9 I— 1 w o03 ZE10 U zi i x z z ^ v z W O X _ o 62'-T o I. 8'-10' 10'-8 1/2' 29'-4 1/2' 131-8' � oce I I- c on m >v r 81 I I / Q, P ; N �- -- -- -- -. ... .. .. .. .. .. .. .. .. .. .. .. .,� . - I I p 42? 0 m / I J1 `� m m m 0 3 G� �? J2 II w w m —< Ns, A Q. z 0 KZ o ° NII \ J3 I ! RI (10) _ ...i.. •• J5 (2) ' 0) .._,__NN . Q. m mono m S 'LJ4 mC-1�m p;�7 -0O o n�Z�00ZDZxim i• d d C ) A A- �mmmzzT�ci c)v C ��rnmo--�mr ..i % / _ZZommKomnm. .- -- 2, ;+- i 7 mo0zmz,,, C CD R7 a -+vmm�zo;0o0 X -- N N J2 cr Z005<mzf=x rC��mm -� �m��p�vC��-mnT J1 N -0m 0-x. mo - .a- -. _ � - iDxmc�C z m , ›xx .. _ _, Cs ��oo73��mgoo� f � � ISI, a o -low C 1 \ il u' 4'-0112° F1 �n 'Q, 0, IV ,- Po 917 4'-10' ) 14'-8 1/2' I - 29'-4112' I 131-8° 3 12:0 +� HOP DRAWING SUBMITTAL REVIEW X CONFORMS TO DESIGN CONCEPT y I + �■'1 This review is for general conformance with plans and specifications only, ® CONFORMS TO DESIGN CONCEPT WITH �n �. Approvals are subject to contractor's performance within the confines of the REVISIONS NOTED . contract documents. Review of dimensions will not serve to relieve the contractor ® NON-CONFORMING-REVISE&RESUBMIT © of contractual responsibility for any deviation from the contract requirements. n THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE O WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Approved as noted Notemackings FABRICATOR;Y NDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN m' DRAWINGS,SPECIFICATIONS,AND APPLICAKE CODES,ALL OF WHICH HAVE M PRIORITY OVER THIS SHOP DRAWING. c Field measurements or templates - Not approved-revise and By Alexia Date 3/3/17 r°° 3 0 3 required prior to fabrication resubmit A VISTA c I UTcTURA.L ENGINEERING,LIE T ARCHITECTS -a 1111:r 3 a wstastructuraLcoin N Dennis>le er Date: March 2,2017 -‹ o 0 O 10 to D m o � cm Qo N o co z 6rn3 O o = X m Z ZDizX Z '0 0I 0 m. O = 62-7' 20 m n 4'-10" 14'-8 1/2" 29'-4 1/2' 131-8" o co I I c E o 7 4'-01/2" s � m � V LI 01 I+44> 0*419> 81 c (1340)> I I / J IR 2 - I I J1 �. � N -6 CD m m m , .. J2 N .. ` J3 B -"m ° ZKZO ° " F3t zO W > /4____„/wwN o m i B2(10)T C e a J4 II 7:. 0 N i r-Z / co -. n C;) . b Q• m MOM° 03 O O commwzz-now0-0 , ..72„,,/,m0-22,m7 ow0-0 't i i Q ��cnmp-Z,m < ) a pZzpmZDmmo-, .. �. i--� �^ AvmmpZOpoC00 m a N " 1? , -.. J2 n�7:U-r CO �O{O A • ti I ?mmZ 0-TmZmm /a' ,/ ter-- �S ;U. p OC-i�TT _ _ FD �p0c,m0-1m mp C pDrOF51,0 m›o_,_, , / �,. B1 N. 0. orxzmo-Iowa pC _ <(PpOA <btu) <Otti) I I �, co co a) o r o 8'-10" I3 21 10'-8 1/2" I 29'-41/2" I 131-8' 621-7" iu o. !C _ SHOP DRAWING SU MITIA.L REVIEW CONFORMS TO DESIGN CONCEPT c This review is for general conformance with plans'and specifications only. ri CONFORMS TO DESIGN CONCEPT WITH P Approvals are subject to contractor's performance within the coniines of the REVISIONS NOTED contract documents. Review of dimensicns will not serve to relieve the contractor ® NON CONFORMING-REVISE&RESUBMIT .-; O of contractual responsibility for any deviation from the contract requirements. THIS SHOP DRAWING HAS BEEN REVIEYYED FOR GENERAL CONFORMANCE o WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE co _X Approved as notal Note markings FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN co DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE a- PRIORITY OVER THIS SHOP DRAWING. o ____Field measurements or templates _,_ Not apprced- reprise and By Alexia Date 3/3/17 r$ required prior to fabrication resubmit 0 VISTA STRUCTURAL ENGINEERING,LLC NlIERA DT ARCHITECTS y www.vistastructural.cor 0 N By:Dennis Heier Date:March 2, 2017 -,< o m