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Plans (4) I-5120 Su! 1195Th 1+Uc, ) Zo(,8•06285 MR MT 's® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 6065-B 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: K4600394 thru K4600417 My license renewal date for the state of Oregon is December 31,2019. i1/4Ep PR04- NGINE 'Y 89200PE L4 OREGONNI), 4, �O 11)' 14, 2° P .44'FLL�- � �liPPApror- tL, .._.' May 8,2018 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 ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 10.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR 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=20.9ft, 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 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. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-11 5-11 T T T 12 12 in 7.00 p IIM-4x4 Q 7.00 3 o —fo , I l I 0 1 0 M-3x4 M-3x4 l l y y 1-00 11-10 1-0 �<co PROFFs w�� NG`�NFFR s�02 `4 ` :9200PE F' JOB NAME : POLYGON 6065-B - Al ` Scale: 0.5497 _ rr� . ' ;,"„.. ,.... WARNINGS: GENERAL NOTES, unless otherwise noted: 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 indtidual Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper �j , OREGON �� 2.204 compression web bracing must be instated where shown*. incorporation of component is the responsibility of the building designer. (/' �] � 3.Addklonal temporary bracing to insure stability during construction 2.Design assumes the cap and bosom chords to be laterally braced at �/t -7 y y A 1 c �� Is the responslbikty of the erector.Additional permanent bracing of T c.c.and et 10'o.c.respactiuely unless braced throughout their length by �/ 1 Y s v w continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). do ,,:c.., : 5/8/2018 the overall structure is the responsibility of the building designer. 3.Zi Impact bridging or lateral bracing required where shown** �D �� SEQ.: K4600394 4.No load should be applied to any component until atteratlbransngand 4.Installation of truss is the responsibility of the respectsecontractor. r� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to am component. end are orry condition..of use. 5.CompuTrushesnocontrolovarendassumesnoresponsibili[yforthe B.De`gnassumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling, scery. .I p shipment to the installation o/componeyts. 7.Design shallb assumes adequate drainagethfto trusised. May 8,20 1 8 8.This design is furnished subject to limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPW/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 9=(-306) 42 1- 7=(-133) 424 3- 7=(0) 247 2x6 KDDF #1&BTR T1 SPACED 29.0" O.C. 1- 3=(-569) 175 7- 4=(-123) 931 BC: 2x4 KDDF #1&BTR 2- 3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-588) 220 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 57 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -91/ 75V -56/ 48H 105.50" 0.12 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 9.5" -955/ 519V 0/ OH 105.50" 0.83 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 2.0" -192/ 621V 0/ OH 5.50" 0.99 KDDF ( 625) OVERHANGS: 0.0" 12.0" 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 29 "oc spacing. I M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX TL DEFL = -0.012" @ 14'- 3.0" Allowed = 0.728" MAX LL DEFL = -0.002" @ 21'- 2.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 21'- 2.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.015" @ 17'- 1.8" Allowed = 0.409" GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.REFER SEASONED LUMBER IN DRY SERVICE CONDITIONS TO STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX HORIZ. LL DEFL = 0.004" @ 19'- 8.5" MAX HORIZ. TL DEFL = 0.006" @ 19'- 8.5" 1-00 20-02 f f 'r Design conforms to main windforce-resisting 11-01 4-02 5-11 system and components and cladding criteria. f f 'f 'f Wind: 140 mph, h=22.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -M-4x4+ 2 load duration factor=l.6, f 7.00 Q700 Truss designed for wind loads in the plane of the truss only. 0 1 va 0 I N M-4x6 f 000000: 4... T N 1 o / o 0ril7 I 6 O M-3x4+ M-3x4 M-1.5x3 M-3x4 0 M-3x4+ J, l 1 14-03 5-11 <c? PRop J, 20-02 yl-00y �� F,NGINFF•4 sj02 44/ JOB NAME : POLYGON 6065-B - B1 �92: 9r Scale: 0.2968 .: "v WARNINGS: GENERAL NOTES, unless otherwise noted: 0 Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and istor anindiidual 7G ",OREGON CV Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and 2.2x4 compression web bracing must be installed where shown+. incorporation of component the res proper ponen ponsibilityofthebuiltlingdeaigner. 2�\ P1& 3.Additional temporary bracing 10 Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et / qY T is the responsibility f the erector.Additional g o Y o.c.and at 10'c.c.respecaNely unless braced throughout their length by V P M o permanent bracing f continuous sheathingh as d sheathing(TC) rywa( ) a DATE: 5/8/2016 the mverenstructure lemereaposs:b:Ityertnebuilding designee su= plywoo g(TC)and/ord llBc. 3.2z Impact bridging or lateral bracing required where shown++ FR R i LL SEQ.: K4600395 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete 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 mads be applied to am component. and are rar dry condition..of use. 5.CompuTtus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, necessary. shipment and he limitations of components. 7.Design assumes adequate drainage is provided. May 8,2018 6.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWVTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate she of plate in inches, MTek USA,InciCompoTNS Software 7.6.8(10-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Muck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 8=1-184) 949 3- 8=(-304) 241 BC: 2x9 KDDF#16BTR SPACED 24.0" O.C. 2- 3=(-1196) 301 8- 6=(-210) 949 8- 9=( -92) 562 WEBS: 2x9 KDDF STAND 3- 9=( -896) 232 8- 5=(-304) 290 LOADING 9- 5=( -896) 232 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1196) 301 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" 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" -113/ 961V -126/ 126H 5.50" 1.54 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 2.0" -113/ 961V 0/ OH 5.50" 1.59 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 q (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.029" @ 10'- 1.0" Allowed = 0.963" MAX TL DEFL = -0.048" @ 10'- 1.0" Allowed = 1.283" MAX LL DEFL= -0.002" @ 21'- 2.0" Allowed = 0.100" MAX TL DEFL= -0.003" @ 21'- 2.0" Allowed = 0.133" 10-01 10-01 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1 MAX HORIZ. LL DEFL = 0.015" @ 19'- 8.5" 5-03-05 4-09-11 4-09-11 5-03-05 MAX HORIZ. TL DEFL = 0.023" @ 19'- 8.5" T T 4 1' 4 12 12 IIM-4x4Design conforms to main windforce-resisting 7.00 "' ]7.00 system and components and cladding criteria. 4.0" • 4 4`7,( Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -0 _ (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 u) N o • o B I o M-3x4 M-3x8 M-3x6(5) M-3x4 J. y 1 10-01 10-01 J• J. 14-00 l 6-02 J. �,`�RGPFF�ss/O 1-00 20-02 1-00 ,,Na- v 1 /L 9200PE 9r JOB NAME : POLYGON 6065-B - B2 Scale: 0.2718 WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual 1G "/ OREGON 4,/ Truss:Truss: B2 and Warnings before construction commences. building component.Applicability or design parameters and proper 2.Dr4 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 at1assumes the top and bottom chods bra o be laterally braced at /O �y AO �� Is the responsibility of the erector.Additional permanent bracing or 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a L continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r S/V� DATE: 5/8/2018 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown•• R R 1 L�" SEQ.: K4 6 0 0 3 9 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. fasteners are complete and at no One should any bads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, deli bads be applied to a t. and are for"dry condition'of use. TRANS ID: LINK g" pp nycomponen 8.Deal Nlibeadn tallaq naan°wn.snlmarwad 5.CompuTrus has no control over and assumes no responsibility for the ne Design assumes g° supports wedge if EXPIRES: 12-31-2019 fabrication,handling, 55°ryqp edisjecao the installation orcompth byh. 7.Design Oralelced on drainagefaces lo truslsed. May 8,2�1O 6.This design Is banished subject to the limitations set forth by 8.Plates shall be located on both(scee of truss,and placed so their center TPI,WICA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MT°k) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-02-00 GIRDER SUPPORTING 36-05-00 FROM 6-00-00 TO 20-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-11462) 2538 1- B=(-2118) 9672 8- 2=( -458) 2386 11- 6=(-1784) 438 BC: 2x8 KDDF #1&BTR 2- 3=( -9542) 2160 B- 9=(-2104) 9602 2- 9=(-1948) 434 6-12=( -462) 2184 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -7566) 1748 9-10=(-1732) 8050 9- 3=( -654) 2932 2x6 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -7566) 1748 10-11=(-1764) 8196 3-10=(-2644) 638 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 2.0" V 5- 6=( -9732) 2202 11-12=(-2142) 9754 10- 4=(-1698) 7392 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 6'- 0.0" V 6- 7=(-11640) 2584 12- 7=(-2156) 9822 10- 5=(-2894) 692 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 430.2)+DL( 312.5)= 742.8 PLF 6'- 0.0" TO 20'- 0.0" V 5-11=( -718) 3230 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA J� ADDL. BC CONC LL+DL= 328.0 LBS @ 2'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. ADDL: BC CONC LL+DL= 2481.0 LBS @ 4'- 0.0" 0'- 0.0" -1474/ 6694V -126/ 126H 5.50" 10.71 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 20'- 2.0" -1759/ 7933V 0/ OH 5.50" 12.69 KDDF ( 625) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 6" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 1 row(s) throughout 2x4 webs, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.102" @ 13'- 2.9" Allowed = 0.963" MAX TL DEFL = -0.198" @ 13'- 2.9" Allowed = 1.283" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.026" @ 19'- 8.5" MAX HORIZ. TL DEFL = 0.054" @ 19'- 8.5" 10-01 10-01 f ' Design conforms to main windforce-resisting 4-02-06 3-00-03 2-10-07 2-10-07 3-00-03 4-02-06 system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 7.00 M-5x6 ' 7 OO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.0" Truss designed for wind loads 4 ,f...7:7( in the plane of the truss only. 1111\ M-3x6 M-3x6 3 M-3x6 M-3x6 2 dliih, M-5x164,: 11116 M-5x16 - Cil moiri rE11111111i Ill II N® NN ® C 0 1-- 8 9 ID 11 12 .,..7 o M-3x12 M-5x8 0'25" M-5x8 M-3x12 0 =M-10x10(S) l +328# *2481# .i, , , )V l 4-00-10 2-10-07 3-01-15 3-01-15 2-10-07 4-00-10 `.�� P R OFFS, l zo oz l r,N 0NGINFNa RU6/a2 `rte 89200P -9r JOB NAME : POLYGON 6065-B - BG " Scale: 0.2961 t! WARNINGS: GENERAL NOTES, unless otherwise noted: O Qe 1.Builder and erection contra dor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an mdNidual y� OREGON Truss: BG and Wamings before construction commences. building component.Applicability of design parameters and proper ` 2.2a4 compression web bracing mud be installed where shown t. incorporation of component Is the responsibility of the building designer. �j �� '` 3.Additional temporary bracing to insure stability during condrudion 2.Design assumes the top and bottom chords to be laterally braced al <O -7 y 1 Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.c.respectively as ety unless braced throughout[hely length by `4 1 continuous sheathing such as ptywooding(TC)and/or drywall(BC). DATE: 5/8/2018 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing requiredcited where shown.. .`!�p L� SEQ.: K4 6 0 0 3 9 7 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respectNe contractor. �l rl 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 bads be applied to any component. anaarem m tullino�of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designasauesneceullbeadngalatlsupportsshown.8himorwetlgei( EXPIRES: 12-31-2019 fabrication,handling, spry. .f p hed shipment to the installation of components.yts. 7.Design elocted on both faces to (RISS,a. May 8,2�18 6.This design is fumishe0 subject to the limitations eat forth by 8.Plates shell be located on both races of truss,and placed so their center TPIIWTCA in 8181,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate stye of plate in inches. MTek USA,IneJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 059-1311,ESR-1988(Mitek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 31'- 6.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -299) 85 1- 8=(-103) 284 8- 2=( 0) 246 11- 6=(-453) 179 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -45) 337 8- 9=(-105) 281 2- 9=( -489) 187 6-12=( 0) 247 WEBS: 2x4 KDDF STAND 3- 4=( -289) 199 9-10=(-269) 180 9- 3=(-1141) 293 LOADING 4- 5=( -289) 199 10-11=( -72) 488 3-10=( -72) 678 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -672) 211 11-12=(-119) 874 10- 4=( -75) 119 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1117) 221 12- 7=(-117) 876 10- 5=( -586) 223 TOTAL LOAD= 42.0 PSF 5-11=( -44) 352 M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -54/ 345V -207/ 207H 5.50" 0.55 KDDF ( 625) M-3x4 where shown; Jts:1-3,5-7,9,11 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'- 3.9" -233/ 1520V 0/ OH 5.50" 2.28 KDDF ( 625) 31'- 6.9" -105/ 787V 0/ OH 5.50" 1.26 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:1,9,7 '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 = -0.026" @ 25'- 6.4" Allowed = 0.971" MAX TL DEFL = -0.044" @ 25'- 7.3" Allowed = 1.294" MAX TC PANEL LL DEFL = 0.019" @ 2'- 9.8" Allowed = 0.413" MAX TC PANEL TL DEFL = 0.026" @ 2'- 9.8" Allowed = 0.620" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.010" @ 31'- 1.4" ' 15-09-07 15-09-07 MAX HORIZ. TL DEFL = 0.016" @ 31'- 1.4" ' 1 6-01-06 5-06 4-02-01 4-02-01 5-06 6-01-06 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 7.00 HM-4x4 "]7.00 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, M-346 ,(a M-3x6 Truss designed for wind loads M-1.5x4 ��r0 7-1.5X9 M-3X6 in the plane of the truss only. M-3x6 � -3x6 M-2.5x4 or equal at non-structural diagonal inlets. M-3x6 3 M-3x6 F Ilirlifr Truss designed for 4x2 outlookers. 2x4 let-ins //� O of the same size and grade as structural top M-1.5X9 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are M-3x6 permissible at inlet board areas =y! re M-1.5x4 11114141111 1111 ' 11 1111111111116L Lo ee 0 1 r'- T _- 8 9 10 11 12 o I M-1.5x3 0.25" M-1.5x3 1 0 0 M-5x8(S) �,�Ep PROr4. y y y y y y c�<`�`GINF 6/A- 5-11-10 5-04-04 4-05-0 31-06-144-05-09 5-04-04 5-11-10 y �� V` F,S, O-v� 89200PE r JOB NAME : POLYGON 6065-B - C1 • • Scale: 0.1793 t.- WARNINGS: GENERAL NOTES, unless otherwise noted: Q C I Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ty o1G 4,OREGON ,14/Truss: Cl and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility the building designer. '1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unless braced to De laterally braced en �O -7 AQ� �� Is the responsibility of the erector.Additional permanent bracing of continuous and at l0'o.c.respectivelyply throughout their length by 4s L sheathing such as plywood sheet whereC)andlor drywaall(BC). DATE: 5/8/2018 the overall structure is the responsibility of the building designer. 3.9t Impact bddging or lateral bracing required shown•• �D i SEQ.: K4600398 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. X117 1� fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for hull condition"orale. 5.CompuTrushas nocontrol over and assumesnoresponsibilitymrthe 6.Design ssumeslullbeadngatallsupportsahown.shimorwetlgeir EXPIRES: 12-31-2019 fabrication,handling, ry edisujocao eslmitalonsfet forth by 7.Design shall be onotlfage is truss, . May 8,2018 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CotnpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see 608-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) -2) 72 10-11=(-360) 1619 2-10=( -269) 172 7-14=(-2011) 392 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=( -68) 94 11-12=(-252) 1793 10- 3=(-2011) 407 14- 8=( -269) 173 WEBS: 2x4 KDDF STAND; 3- 4=(-2197) 442 12-13=(-216) 1793 3-11=( 0) 422 2x6 KDDF#2 A LOADING 4- 5=(-1350) 312 13-14=(-329) 1600 11- 4=( -79) 677 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1350) 326 4-12=( -860) 255 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2197) 432 12- 5=( -212) 1086 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 7- 8=( -68) 94 12- 6=( -849) 223 8- 9=( -2) 72 6-13=( -64) 663 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 13- 7=( 0) 422 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 14-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -169/ 1106V -211/ 211H 5.50" 0.74 KDDF (1485) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 23'- 1.0" -169/ 1106V 0/ OH 5.50" 0.74 KDDF (1485) 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 11-06-O8 11-06-08 MAX LL DEFL = -0.107" @ 11'- 6.5" Allowed = 1.108" f 1' 1' MAX TL DEFL = -0.178" @ 11'- 6.5" Allowed = 1.478" 4-00 3-10 3-08-08 3-08-08 3-10 9-00 MAX LL DEFL = -0.002" @ 24'- 1.0" Allowed = 0.100" f T 1' T f . 1' MAX TL DEFL = -0.002" @ 24'- 1.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7.00 M-9x6 - -,17.00 MAX HORIZ. LL DEFL = 0.120" @ 22'- 10.3" M-1.5x9M-1.5x9 4.0" MAX HORIZ. TL DEFL = 0.198" @ 22'- 10.3" M-3x15 .F-(M-3x6 �`� M-3x6 IAN � M-3x6 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x9 M-3x9 M-3x4 M-1.5X9 Wind: 190 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x6 9 y r` M-3x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x6 „Al: ,' ', M-3x6 End vertical(s) are exposed to wind, Truss designed for wind loads M-3X8 M-3X8 in the plane of the truss only. M-1.5x4 M-1.5x4 M-3x6 v� I,1``�J'', e11111. 1 � M-3x6 Truss designed for 4x2 outlookers. 2x9 let-ins 6e as of the same size and grade as structural top M-3x6 1 PI�11 1z 13 ��I \ M-3x6 chord. Insure tight fit at each end of let-in. M-1.5x3 '701I M-5x6 M-3x8 M-5x6 IM-1.5X3 �� Outlookers must be cut with care and are permissible at inlet board areas only. ko A�I� 1�;IyAko I o 10 0� �,�r4 �� M-3x8 M-3x8 ..,!15.15 5.15 . 12 12 1 l l l .1' 1-00 7-06-08 y 7-06-08 9-00 8-00 4-00 7-06-08 y 7-06-08 1-00 ,`<Q,ED P R Oi , J• y �CNGIN�F9 /'`9 23-01 9200PE v� JOB NAME : POLYGON 6065-B - Dl . Scale: 0.2275 WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -yG ii OREGON �CCi Truss: Dl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing mud be installed where shown a. Inmryoretbn of component is the responsibility of the building designer. �j 3.Adddionet temporary bracing ill insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O '<i y 14, A n O 2•o.c.and at 10•o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of `Y t v � 1 DATE: 5/13/2018 the overall structure k the res onsibi f the building designer. continuous sheathing such as plywood sheathing(TC)and/or tlrysell(BC). Tfel P kty o g 9 3.29 Impact bridging or lateral bracing required where shown 4 e -R R 11 V SEQ.: K4 6 0 0 3 9 9 4.No load should be appliedete to any component until tafteroad greatll s ng and 4.Installation of truss is the responsibikly In a respectivecontractor.a (� le •V are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrostve environment, TRANS ID' LINK design loads be applied to any component. and are or"dry conditionof use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication, shipment and Installation of components.n,handling, p truss, 7.Design assumes adequate drainage is provided. May 8,2 01 8 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tand placed m their center TPVWTCA In SCSI,copies of which will be furnished upon request. lines mindde with Joint center Ines. 9.Diggs Indicate see of plate in inches. MTek USA,InojCompuTnm Software 7.6.8(1 L)-E 10.For bask 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 23'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -2) 72 10-11=(-360) 1619 2-10=1 -269) 172 7-14=(-2011) 392 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -68) 94 11-12=(-252) 1793 10- 3=(-2011) 407 14- 8=1 -269) 173 WEBS: 2x4 KDDF STAND; 3- 4=1-2197) 442 12-13=(-216) 1793 3-11=1 0) 422 2x6 KDDF #2 A LOADING 4- 5=(-1350) 312 13-14=(-329) 1600 11- 4=( -74) 677 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1350) 326 4-12=( -860) 255 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2197) 432 12- 5=( -212) 1086 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=( -68) 94 12- 6=( -849) 223 8- 9=( -2) 72 6-13=( -64) 663 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 13- 7=( 0) 422 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) 0'- 0.0" -164/ 1106V -211/ 2118 5.50" 0.74 KDDF (1485) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 23'- 1.0" -164/ 1106V 0/ OH 5.50" 0.74 KDDF (1485) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" 11-06-08 11-06-0B MAX LL DEFL = -0.107" @ 11'- 6.5" Allowed = 1.108" '1 f T MAX TL DEFL = -0.178" @ 11'- 6.5" Allowed = 1.478" 4-00 3-10 3-08-08 3-08-08 3-10 4-00 MAX LL DEFL = -0.002" @ 24'- 1.0" Allowed = 0.100" T I T '1 T f . MAX TL DEFL = -0.002" @ 24'- 1.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7.00 M-4x6 Q 7.00 MAX HORIZ. LL DEFL = 0.120" @ 22'- 10.3" 4.0" MAX HORIZ. TL DEFL = 0.198" @ 22'- 10.3" 5 .f 7( #\ Design conforms to main windforce-resisting system and components and cladding criteria. M-3X9 1111111111111111111111111:-3x4 Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads M-3x8 in the plane of the truss only. 3 M-3x8 15 1 12 13 M-1.5x3 -5X6 M-3x8 M-5x6 M-1.5x3 2 o 10,o A�� 1i 9 I f h , M-3x8 M-3x8 ... .:15.15 5.15 t 4000 12 12 l l l y b 1-00 7-06-08 7-06-08 4-00 8-00 4-00 7-06-087-06-08 1-00 t,� b y l y b l ��ED PRO -61s,R OFFcS' J, ), �.5 ONGINFFR /C)�J_ 23-01 (4 -v `t' 9200PE 9r JOB NAME : POLYGON 6065-B - D2 Scale: 0.2275 . WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and isfor anIndividual '7G "�OREGON X1.0 Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Addftionaltempororybrocingtoinsurestabilityduriigconslrudlon 2.Design assumes the top and bottom chords tobelateralybraced at /O '9y 14 2� . is the responsibility of the erector.Additional permanent bracing of continuous and at sheathing.such as ey unless braced throughout their length by a DATE: 5/8/2016 the overall structure Is the responsibility ofthe building designer. such as plywood sheathing(Tc)and/or drywall(BC). NV P y g3.20 Impact bridging or lateral bracing required where shown+v �R L SEQ.: K4 6 0 0 4 0 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contredor. (� it fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonaomoaive environment, and are for"dry condition'of use. TRANS ID: LINK design loads be applied to any component. 8.Design assumes Ml bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for the necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 8,2018 8.This design s furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINOlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,Ino./CompoTnus 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 23'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -64) 75 8- 9=(-423) 1612 1- 8=( -118) 84 5-11=( -103) 663 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-2197) 492 9-10=(-328) 1794 8- 2=(-2012) 446 11- 6=( 0) 414 WEBS: 2x4 KDDF STAND; 3- 4=(-1350) 341 10-11=(-297) 1794 2- 9=( 0) 399 6-12=(-2012) 513 2x6 KDDF#2 A LOADING 4- 5=(-1350) 354 11-12=1-429) 1601 9- 3=( -96) 675 12- 7=( -117) 85 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2197) 494 3-10=( -857) 276 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -64) 75 10- 4=( -240) 1086 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 10- 5=( -849) 238 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" -126/ 972V -196/ 196H 5.50" 0.65 KDDF (1485) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 23'- 1.0" -126/ 972V 0/ OH 5.50" 0.65 KDDF (1485) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.107" @ 11'- 6.5" Allowed = 1.108" MAX TL DEFL = -0.178" @ 11'- 6.5" Allowed = 1.478" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.120" @ 22'- 10.3" 11-06-08 11-06-08 MAX HORIZ. TL DEFL = 0.198" @ 22'- 10.3" 4-00 3-10 3-08-08 3-08-08 3-10 4-00 f f f 4 ,( ,( . Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 7.00 Q 7.00 Wind: 140 mph, h=23.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4°0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q AS( load duration factor=l.6, 111111111111 End vertical(s) are exposed to wind, \ Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 3 r A00100i} M-3x8III 14-3x8 9 10 u M-1.5x3000M-5x6 M-3x8 M-5x6 M-1.5x3 1 f ti io Arko I f B �` 12 �� M-3x8 M-3x8 . 15.15 5.15 ii.. 12 12 • y l l 1 y I 7-06-08 7-06-08 > 7-06-08 y 4-00 8-00 4-00 J. 7-06-08 l E� Or ��` Pio Fss J, y :: NGINE�r'ty' �OA- 23-01 �� 2 cc 89200PE. 9r' JOB NAME : POLYGON 6065-B - D3 Scale: 0.2200 WARNINGS: GENERAL NOTES, unless otherwise noted: M 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 "p ,i OREGON L�(/�C Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2v4 compression web bracing must be Installed where shown 0. incorporation of component la the responsibility of the building designer. ` 24\ P�- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords m be laterally braced at IQ 14 Is the responsibility of the erector.Additionalbracing of 2'titin and at 10'o.c.respectively unless braced throughout their length by P Mpermanent rye( ) a DATE: 5/8/2018 the overall structure is the responsibility of the building designer. continuousehgingior such bas alcng re uired,trere)and/ord II Sc. 3.In Impactiobodging iors lateral praying required he respective shown contractor.a FR R{LL SEQ.: K4600401 4.No bed should ba applied oany component until afterabacing end 5.Designtisufes trIsdes are to beeoftaerespectosniron fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, design loads be applied to any coin t and are for°dry condition'.of use. TRANS ID: LINK paean. 8.Design assumes over and lull bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 aaary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M ay 8,2018 6.Thiss design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 059-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 23-01-00 GIRDER SUPPORTING 36-05-00 FROM 0-00-00 TO 15-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 23-01-00 GIRDER SUPPORTING 22-02-08 FROM 16-00-00 TO 22-00-00 1- 2=(-6790) 1582 6- 7=( -260) 322 6- 1=(-6668) 1564 B- 4=( -258) 152 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5666) 1420 7- 8=(-1280) 5758 1- 7=(-1396) 6398 4- 9=( -204) 170 WEBS: 2x4 KDDF STAND; 3- 4=(-5668) 1420 8- 9=(-1034) 4930 7- 2=( -292) 1364 9- 5=(-1176) 5428 2x6 KDDF #2 A; LOADING 4- 5=(-5774) 1352 9-10=( -80) 274 2- 8=(-1496) 420 5-10=(-5854) 1352 2x4 KDDF#1&BTR B; LL = 25 PSF Ground Snow (Pg) 8- 3=(-1312) 5328 2x4 KDDF STUD C TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 23'- 1.0" V BC UNIF LL( 430.2)+DL( 312.5)= 742.8 PLF 0'- 0.0" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 15'- 0.0" TO 23'- 1.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 252.6)+DL( 171.8)= 424.4 PLF 16'- 0.0" TO 22'- 0.0" V 0'- 0.0" -1988/ 8760V -269/ 269H 5.50" 14.02 KDDF ( 625) 23'- 1.0" -1475/ 6567V 0/ OH 5.50" 10.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. vertical members (uon). 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP J'- ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.067" @ 11'- 6.5" Allowed = 1.108" nails staggered: MAX TL DEFL = -0.112" @ 11'- 6.5" Allowed = 1.478" `AI 9" oc in 1 row(s) throughout 2x4 top chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS /yVy` 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, MAX 110015. LL DEFL = 0.012" @ 22'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.020" @ 22'- 10.3" 11-06-08 11-06-08 Design conforms to main windforce-resisting T , ,( system and components and cladding criteria. 6-01-12 5-04-12 5-04-12 6-01-12 Wind: 140 mph, h=27.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 7.00 M-4x6 " 7.00 End vertical(s) are exposed to wind, 4.0" Truss designed for wind loads 3 ,F,, in the plane of the truss only. ili M-2.5x9 or equal at non-structural diagonal inlets. M-2.5x4 TYPICAL AT NON- M-3x6 M-3x6 STRUCTURAL HORIZONTAL INLETS. M-5x6 N , ` M-5x8 1A ��usIi' I�immommommilil�1��11irk 7 B 9 -10 -/ M-3x12 M-7x12 0.25" M-7x10 M-3x8 l l =.-.M-10x10(S) y l ccEp PRQFFss y 5-10-04 5-08-04 5-08-04 5-10-04 y ENGIN '€R /0 23-01 �C/ 1 ct ..89200PE vI- 40, JOB NAME : POLYGON 6065-B - D4 Scale: 0.1991 WARNINGS: GENERAL NOTES, unless otherwise noted. ir Cr Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and is for an individual Truss: D4 and Wamingsbefore construction commences. building component.Applicability of design parameters and proper 1. InDesign ,OREGON �� 2.2x4 compression web bracing must be installed where shown+. Inrporatlon of component re responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at <O '1)- 14, 4 AO �� is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 1P ciiv o.c.respeety unless braced throughout their length by DATE: 5/8/2016 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. Impact bridging or lateral bracing requiree where shown++ FR RIO- SEQ.: K4600402 4.No Ned should e applied to anyo pnent until after all bracing and Installation4. of truss is the responsibilitytuseof ins nnnpectNeoemiror. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design nada be applied to any component. and are for'dry condition^of use. 5.Cam Tmshasnocontrolaverantlassumesnore6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 pu responsibility for the necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. May 8,20.I 1 p O 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPANTCA in SCSI,copies of which will be furnished upon request. lines coincide with point center lines. 9.Digits indicate size of plate In Inches. M17ek USA,Inc./CompuTrus Software 7.6.8(1L}E 1G For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 59 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-54) 13 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. U010. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.2" 0.0'• TOTAL LOAD= 42.0 PSF 0'- 0.0" -108/ 388V 0/ 45H 5.50" 0.62 KDDF ( 625) 1'- 9.2" -55/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 93V 0/ OH 1.50" 0.07 KDDF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5.00 17. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.2" Allowed = 0.135" MAX TL DEFL = -0.008" @ -1'- 4.2" Allowed = 0.180" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.045" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11121,00... ..1 load duration factor=l.6, o Truss designed for wind loads 1in the plane of the truss only. 0o11 Cr IIIo o ,e_ q 1 M-3x4 b l l 1-04-03 2-00 � �,iko PROFFss �c\c� ANG I N EFR /p2 92$0 vc.. JOB NAME : POLYGON 6065-B - DJ Scale: 0.9863 w"--)*" ' • WARNINGS: GENERAL NOTES, unless otherwise noted: O Cr 1.Builder and erection contactor should be advised of aft General Notes 1.This design is based only upon the parameters shown and is for an Individual -yG OREGON Truss: DJ and Warnings before construction commences. building component.Applicability of design parameters and non orcom t me responsibility go�rgner. 2.2x4 compression web bracing must be Installed where shown+, incoryora pollen ntof the building designer. 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O -9)- 14, 2.0\ �y� is me responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectply unless braced)TC)a out their length by 1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r li DATE: 5/8/2018 the overall structure is the responsibility of building designer. 3.2x Impact bridging or lateral bracing required where shown.a R{L\- SEQ.: K4 60 0 4 0 3 4.No Toed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corroeNe environment deli nloads baa applied and are for"dry condition"of use. TRANS ID: LINK s.co puTrushasnocontrol oan�ssumesnorespansibilty for the 6.Design assumes Su bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. neceawry. 7.Design assumes adeoatedrainage isprovided. May 8,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be locateddan both faces of truss,and placed so their center TPIAVTCA in SCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 9.0" Design conforms to main windforce-resisting TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Wind: 190 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LOADING (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF load duration factor=1.6, DL ON BOTTOM CHORD = 10.0 PIP Truss designed for wind loads TOTAL LOAD = 92.0 PSF in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE N-102 or equal typical at stud verticals. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Refer to CompuTrus gable end detail for THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. - complete specifications. 29-08 29-08 13-06-11 16-01-05 16-01-05 13-06-11 12 M-3x6+ M-3x6+ 12 5.00 rl Q 5,00 M-3x9+ M-3x4+ 101 ' M-3x6(S) M-3x6(5) 0 M-3x4+ Ii1IlIlIpiL ill cs .11i11I II��, lil �-.,ail __.�! 00 7 M-3x9 M-3x9I 54-3x9+ M Mx5x6+6+ M-3x9+ M-3x4+ (....\ �``x9'. /O�� :• 1•PE r• 1-04-03 59-04fR -.fr, JOB NAME : POLYGON 6065—B — El Scale: 0.1920 QCr WARNINGS: GENERAL NOTES, unless otherwise noted: 7� OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Indivldaal A • Truss: El and Wamings before construction commences. building component.Applicability of design parameters and proper /js q,/ J4 nb` �� 2.204 camprossion web bracing must be Installed where shown a. Incorporation otcomponent is the responsibility of the building designer. (� 1 (� 2.Design assumes the lop and bottom chords to be laterally braced at Q 3.Addklonel temporary bracing to Insure stability during construction 2'cc.and at 70'o.c.respeciivey unless braced throughout their length by Ill - `` �J Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R R 1 L�- DATE: 5/8/2018 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown a s SEQ.: K 4 6 0 0 4 0 4 4.No load should be applied to any component until alter el bracing and 4.Installation of truss is the responsibility of the respedNe contractor. fasteners are complete and et no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, EXPIRES: 12-31—‘120..."--" 2Q19 TRANS ID: LINK design loads be applied to any component. and arrassurypondtilon°oruae. 5.CompuTrus has no control over and assumes no responsibility for the 6.nDe s assumes mil bearing at ell supports shown.Shim or wedge g fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainageis provided. May 8,2018 !i 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be Faintedonboth faces of rus,and placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek LISA,Inn./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2=) 0) 59 2-11=( -678) 2256 11- 3=( 0) 340 8-16=(-132) 579 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2348) 871 11-12=( -681) 2252 3-12=( -817) 402 16- 9=(-886) 513 WEBS: 2x4 KDDF STAND; 3- 4=(-1594) 675 12-13=( -322) 1533 12- 4=( -87) 555 9-17=( 0) 343 2x6 KDDF #2 A LOADING 4- 5=( -779) 473 13-14=( -81) 756 4-13=(-1017) 446 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -60) 312 14-15=(-1027) 667 13- 5=( -213) 929 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -60) 301 15-16=) -375) 342 5-14=(-1307) 643 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=( -276) 1271 16-17=( -125) 529 14- 6=( -362) 141 8- 9=) -78) 498 17-10=( -122) 528 14- 7=( -608) 1837 OVERHANGS: 16.2" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -657) 252 7-15=(-2413) 1051 15- 8=(-1039) 473 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE i3 For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -166/ 1391V -265/ 270H 5.50" 2.23 KDDF ( 625) 36'- 1.3" -373/ 3239V 0/ OH 3.50" 4.68 KDDF ( 625) 59'- 1.0" -66/ 510V 0/ OH 2.50" 0.82 KDDF ( 625) OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 4.2" Allowed = 0.135" MAX TL DEFL = 0.009" @ -1'- 4.2" Allowed = 0.180" MAX LL DEFL = -0.134" @ 15'- 7.9" Allowed = 1.768" MAX TL DEFL = -0.216" @ 15'- 7.9" Allowed = 2.357" MAX LL DEFL = -0.030" @ 51'- 0.2" Allowed = 1.139" MAX TL DEFL = -0.049" @ 51'- 1.3" Allowed = 1.518" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.038" @ 36'- 1.3" MAX HORIZ. TL DEFL = 0.058" @ 58'- 10.5" 29-08 29-05 T g f Design conforms to main windforce-resisting 8-04-07 7-06-14 7-06-14 6-01-12 6-01-12 7-06-14 7-06-14 8-01-07 T T T f f T T T f system and components and cladding criteria. 12 IIM-9x9 12 Wind: 140 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 d 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" 6 Truss designed for wind loads .,� in the plane of the truss only. M-3x45 1-•;.:%%"................!4-5x6 M-5x6(S) 14-5x6(5) 0.25" 4` 0.25" 4,„ +I A :/' + M-3x4 s. I o N p 11 12'f13 19 15 '16 17 °"10 p i __M-4x4 M-1.5x3 0.25" M-3x4 0.25" :=M-4x4 0.25" M-1.5x3 M-3x4 I 5��5�D^P D Op o M-5x6(5) M-7x8(S) M-5x6(5) GIN C F / l l l l l l l l l �o 4 FR 02 J' l 8-02-11 7-05-02 7-06-14 6-05-04 6-05-04 7-06-14 7-05-02 7-11-11 l !V /^ 9 1-04-03 (PROVIDE FULL BEARING;Jts:2,15,10 I 59-01 • �""' O JOB NAME : POLYGON 6065-B - E2 n Scale: 0.1079 WARNINGS: GENERAL NOTES, unless otherwise noted: O Q'" 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 9� ,�OREGON �� Truss: E2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.9t4 compression web bracing must be installed where shown i. incorporation of component rs the responsibility of the building designer. 24) �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A 17 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /O `'�s RP' oonlinuous sheathing such as plywood shealhing(TC)and/or drywall(BC). NV DATE: 5/8/2018 the overall structure is the responsibility of building designer. 3.2x Impact bridging or lateral bracing required where shown.. �Rp `�„ SEQ.: K4 6 0 0 4 0 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is me responsibility of the respective contractor. ,l 1 1 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, tlesign loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTushasn°control°verantlessumesnoresponslbllkyforthe 6.Design ssumesfull bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. May 8,L 018 6.This design u heisted subject to the limitations set forth by 8.Plates shall be located on both faces°ttruss,and placed so their center TPIMTCA In BCSI,copies of which will be fumished upon request. lines coindde with joint center lines. 9.Digits indicate sde of plate in inches. MiTek USA,InciCompuTrus Software+7.6.85P2(1 L9E 10.For beam connector plate design valvas see ESR-1311,ESR-1886(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 59 2-13=(-1671) 5041 13- 3=( -607) 2053 19- B=( -666) 178 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-5233) 1853 13-14=(-1198) 3474 3-14=(-1239) 563 19- 9=( -746) 2216 WEBS: 2x4 RODE STAND; 3- 4=(-2277) 851 14-15=( -641) 2238 14- 4=( 0) 355 9-20=(-2818) 1201 2x6 KDDF#2 A; LOADING 4- 5=(-1491) 638 16-17=( -14) 59 4-15=( -851) 357 20-10=(-1044) 476 2x8 KDDF#2 B LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1490) 747 17-18=( -82) 828 5-15=( -321) 265 10-21=) -135) 585 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -266) 316 18-19=( -108) 258 16-15=( 0) 82 21-11=( -909) 521 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -83) 551 19-20=(-1608) 881 15-17=( -73) 776 11-22=( 0) 344 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -85) 556 20-21=( -978) 557 15- 6=( -466) 1072 LL = 25 PSF Ground Snow (Pg) 9-10=( -509) 1910 21-22=( -350) 267 17- 6=( 0) 194 OVERHANGS: 16.2" 0.0" 10-11=( -308) 1151 22-12=( -345) 271 6-18=( -957) 423 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -332) 483 18- 7=( -282) 986 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. 7-19=(-1264) 644 ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:4,7,11-12,14,17 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -154/ 1240V -265/ 270H 5.50" 1.98 KDDF ( 625) 36'- 1.3" -428/ 3652V 0/ OH 3.50" 5.28 KDDF ( 625) 59'- 1.0" -81/ 328V 0/ OH 2.50" 0.52 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 4.2" Allowed = 0.135" MAX TL DEFL = 0.009" @ -1'- 4.2" Allowed = 0.180" MAX LL DEFL = -0.239" @ 7'- 9.5" Allowed = 1.768" MAX TL DEFL = -0.385" @ 7'- 9.5" Allowed = 2.357" MAX LL DEFL = -0.020" @ 51'- 0.2" Allowed = 1.139" 29-08 29-05 MAX TL DEFL = -0.027" @ 51'- 1.3" Allowed = 1.518" ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-01 4-10-04 5-04 5-04-07 5-07-15 5-04-07 � 6-01-12 7-06-14 7-06-14 8-01-07 MAX HDRIZ. LL DEFL = 0.101" @ 36'- 1.3" 4' 4' 1 l I` I l1' 1' 1' 4' MAX HORIZ. TL DEFL = 0.157" @ 36'- 1.3" 12 12 5.00 ))M-4x4 '1 5.00 4.0" Design conforms to main windforce-resisting e ,,,‘ system and components and cladding criteria. Wind: 140 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 1.0\M-6x6 9 M-5x8(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(5) M-4X8 Truss designed for wind loads 6 0.25" in the plane of the truss only. 0.25" o 011111iiiik . A + M-7x8 4 1 3 H M-3x8 .._ �-... _ lii ` 1d/ 0 0 a, 1 .3, 19 5- I N p 2 ? 17 8 9 20 2 **12 p t -3x12 M- x8 Ui.25"M M- x10=M-4x9 0.2.� M-1.25x3 I 0 0 o M-1.5x3 a 3.75 M-5x6(S) M-5x6(S) 12 b J. l J. l l b l l y ��d P R OF�`.9n y2y 5-y-02-04 5-07-08 y5-02-11 5-06-03 5-07-15 6-05-04 7-06-14 7-05-02 7-11-11 ..t• ,, l�NGINF,ryj /Q 1-0�F-®3-08 10-08 45-11-08 l �✓.P y 89200PE vV (PROVIDE FULL BEARING;Jts:2,20,12 I 59-01 JOB NAME : POLYGON 6065-B - E3 ,.- Scale: 0.0952 + .. „. WARNINGS: GENERAL NOTES, unless otherwise noted: Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onyupon teparameters shown and isfor anindividual y ,�OREGON ��Q Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper A- 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. �j� 2�� Q�- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Q '(I}' 7 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 e DATE: 5/8/2018 the overall structure is he rectonslbllly of the building designer. continuous sheathing such as plywood sheath.ng(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown•t* �R RIO-LL SEQ.: K4 6 0 0 4 0 6 4.No load should be applied to any component until after all bracing and 4.Designtion of truss is the responsibility of to nonwective contractor. !l n 1 fasteners are complete and at no time should any made areolar than 5. assumes trusses are to be used in a nonurmsive environment, TRANS I D: LINK design bads be applied to any component. and are for conditionerase. 8.Design assumes responsibility full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2Q19 nary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May 8,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNNTCA In SCSI,copies of which will be furnished upon request. lines coincide with loin center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software o7.6.8-SP2(1 L).E 112.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 59 2-13=(-1671) 5041 13- 3=( -607) 2053 19- 8=( -666) 178 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-5233) 1853 13-14=(-1198) 3474 3-14=(-1239) 563 19- 9=( -746) 2216 WEBS: 2x4 KDDF STAND; 3- 4=(-2277) 851 14-15=( -641) 2237 14- 4=( 0) 355 9-20=(-2819) 1201 2x6 KDDF #2 A; LOADING 4- 5=(-1491) 638 16-17=) -14) 59 4-15=( -851) 357 20-10=(-1044) 476 2x8 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1490) 747 17-18=( -82) 828 5-15=( -321) 265 10-21=( -135) 585 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -266) 316 18-19=( -108) 258 16-15=( 0) 82 21-11=( -909) 521 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -83) 551 19-20=(-1608) 881 15-17=( -73) 776 11-22=( 0) 344 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -85) 556 20-21=( -978) 557 15- 6=( -466) 1072 LL = 25 PSF Ground Snow (Pg) 9-10=( -509) 1910 21-22=( -350) 267 17- 6=( 0) 194 OVERHANGS: 16.2" 0.0" 10-11=( -308) 1151 22-12=( -345) 271 6-18=( -957) 423 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -332) 483 18- 7=( -282) 986 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 7-19=(-1264) 644 ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-3x4 where shown; Jts:4,7,11-12,14,17 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -154/ 1240V -265/ 270H 5.50" 1.98 KDDF ( 625) 36'- 1.3" -428/ 3652V 0/ OH 3.50" 5.28 KDDF ( 625) 59'- 1.0" -81/ 328V 0/ OH 2.50" 0.52 KDDF ( 625) Ir OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Caution: Note bearing area requirements. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 4.2" Allowed = 0.135" MAX TL DEFL = 0.009" @ -1'- 4.2" Allowed = 0.180" MAX LL DEFL = -0.239" @ 7'- 9.5" Allowed = 1.768" MAX TL DEFL = -0.385" @ 7'- 9.5" Allowed = 2.357" MAX LL DEFL = -0.020" @ 51'- 0.2" Allowed = 1.139" 29-08 29-05 MAX TL DEFL = -0.027" @ 51'- 1.3" Allowed = 1.518" SEASONED LUMBER IN DRY SERVICE CONDITIONS ` 3-01 4-10-04 5-04 5-04-07 5-07-15 5-04-07 6-01-12 7-06-14 7-06-14 8-01-07 I MAX HORIZ. LL DEFL = 0.101" @ 36'- 1.3" ` 'I f 1' '( .' 'I '1' ' f 1' 1' MAX HORIZ. TL DEFL = 0.157" @ 36'- 1.3" 12 12 5.00 D IIM-4x4 .." :15.00 4 0" Design conforms to main windforce-resisting system and components and cladding criteria. 8 '( \ Wind: 140 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 1.0\M-6x6 M-5x8(0) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(5) M-4X8 Truss designed for wind loads 5 D-25„ in the plane of the truss only. 0.25" o H A M-7x8 4 AI ZAIIIIII°.°.°°°°°° ... M-3x8 o d, ].„1,---°--3 14 r5 -,-�� -- .- 4I p 17 8 20 ;, 2 *a12 p M-3x12 I MJex8 Ot.25"M Mr-1110-M-9x9 0.2<1' M-1.75x3 M-1.5x3 a 3.75 M-5x6(S) M-5x6(S) P 12, * * J. )' J. 1. l l l 1. `<<" D��ss y2-05-085-02-04 5-07-08 15-02-11 5-06-03 5 07-15 6-05-04 7-06-14 7-05-02 7-11-11 y �,Cj I9 G��F4".0 C /OA 1-0+P-®3-08 10-08 45-11-08 �l,� `V ,T -1II. 'PROVIDE FULL BEARING;Jts:2,20,12 I 59-01 y 9 200�� JOB NAME : POLYGON 6065-B - E4 Scale: 0.0952 �. .,.... . .-. WARNINGS: GENERAL NOTES, unless otherwise noted: © a' 1.Builder and erection contractor should be advised of a::General Notes 1.This design Is based only upon the parameters shown and is for an Individual yG OREGON �� Truss: E4 and Warningsbefore construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mud 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 att assumes the top and bottom chobac be laterally braced at �O �r y4 ��J + is the responsibility or the erector.Additional permanent bracing of 2'04.and at h e o.c.respectively unless braced throughout their length by 1 f continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/8/2018 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown** ERR{LL SEQ.: K4600407 4.No mad should be applied to any component until after all bracing and 4.Installation oftruiNaameresponsibility efth�oopecrlue contractor.r fasteners are complete and at no time should any loads greater than Design assumes to be tleGgn loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTushas nacontrol over and assumes noresponsibility for the 6.Design assumes full bearing at al supports shown.Shlm or wedge if EXPIRES: 12-31-2019 mcessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. M ay 8,2018 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Obis,and placed so their center TPWVTCA In 8101,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTnus Software+7.6.BSP2(1 L)E 10.For basic connector plate design values see ESR-1371,008-1988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 1.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 59 2-11=(-1847) 5068 2- 3=(-5525) 2103 15- 8=( -896) 413 2x4 KDDF #1&BTR Ti, T6 SPACED 24.0" O.C. 2- 3=(-5525) 2103 11-12=(-1852) 5061 11- 3=( 0) 300 8-16=( -56) 416 BC: 2x4 KDDF #1&BTR 3- 4=(-4856) 1941 12-13=(-1557) 4506 3-12=( -614) 326 16- 9=( -494) 388 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-4086) 1757 13-14=(-1252) 3766 12- 4=( -33) 443 9-17=( 0) 294 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-3248) 1546 14-15=(-1227) 3656 4-13=( -937) 412 9-10=(-5378) 2172 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3248) 1561 15-16=(-1532) 4343 13- 5=( -168) 852 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-4067) 1774 16-17=(-1696) 4814 5-14=(-1320) 644 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-4799) 1968 17-10=(-1891) 4821 14- 6=( -847) 2037 LL = 25 PSF Ground Snow (Pg) 9-10=(-5378) 2172 14- 7=(-1295) 633 OVERHANGS: 16.2" 0.0" 7-15=( -169) 826 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA '• For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN- (SPECIES) 0'- 0.0" -296/ 2639V -264/ 269H 5.50" 4.22 KDDF ( 625) 59'- 1.0" -295/ 2481V 0/ OH 5.50" 3.97 KDDF ( 625) '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 = 0.009" @ -1'- 4.2" Allowed = 0.135" MAX TL DEFL = 0.009" @ -1'- 4.2" Allowed = 0.180" MAX LL DEFL = 0.426" @ 21'- 10.4" Allowed = 2.908" MAX TL DEFL = -0.673" @ 21'- 10.4" Allowed = 3.878" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.199" @ 58'- 7.5" MAX HORIZ. TL DEFL = 0.327" @ 58'- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. 29-08 29-05 '( f T Wind: 140 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-08-08 7-11-05 7-06-01 7-06-01 7-06-01 7-06-01 7-07-13 6-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' f f a f f f .( load duration factor=l.6, 12 12 Truss designed for wind loads 5.00 p M-4x8 Q 5.00 in the plane of the truss only. 4.0" M-7x6(5) 6 491 M-7x6(S) 'E 0.25" Q.9" 0.25" s 7 a fa M-3x4 M-3x9 M-7x12(S) 4 +I A 8 M-8x10(S) 0.25" NS. + 0.25" 0. M=1.Sx� ` A ./' �M-1.5x3 0 o 44, 2 11 2 13 4 15 17 'KO 11 -5x12 M-1.5x3 (}•25" M-3x4 �•25" M-3x4 0.2� M-1.5x3 M-7x8 <c ,0 PR OFFS M18HS-7x8(5) M-7x8(S) M18HS-7x8(S) COGAN cS'j 6-10-04 7-06-01 7-06-01 7-09-09 7-09-09 7-06-01 7-06-01 6-07-04 (,`� C 2 1-04- 3 59-01 y :9200PE 9r" JOB NAME : POLYGON 6065-B - E5 Scale: 0.1066 WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual -y "a!OREGON �4/ Truss: E5 and Warnings before construction commences. building component.ApplIcabillty of design parameters and proper G 2.274 compression web bracing must be Installed where shown+. incorporation or component is the responsibility of the building designer. <j �°\ �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O -7 y 1 A Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o,c,respectNety unless braced throughout their length by Y'1 continuous sheathing such as plywood sheathing(TC)andior drywall(BC). { VVt DATE: 5/8/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ERR 1 L� SEQ.: K4 60 0 4 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectiee contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nontortoeive environment, TRANS ID: LINK design loads be applied to any component. and are ordrycondino�or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at a0 supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrication,handing, necessary. shipment and installation of components, 7.Design assumes adequate drainage Is provided. May 8,n 01 O t 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center TPIMTCA in BC8i,copies of which 0111 be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCom uTrus Software+7.6.SSP2 t L E 9.Digits indicate arse of plate in Inches. P ( 1o,For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -840) 332 7- 8=(-262) 414 7- 1=(-149B) 441 4-10=( -90) 665 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=( -875) 353 8- 9=(-185) 1446 1- 8=( -301) 1275 10- 5=(-374) 251 WEBS: 2x4 KDDF STAND; 3- 4=(-1921) 473 9-10=(-300) 2103 8- 2=( -55) 291 2x4 KDDF #1&BTR A LOADING 4- 5=(-2B24) 591 10- 6=(-503) 2706 8- 3=(-1281) 352 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3053) 621 3- 9=( -88) 982 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 4=( -750) 250 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -181/ 1611V -389/ 203H 5.50" 2.58 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 36'- 5.0" -184/ 1543V 0/ OH 5.50" 2.47 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.148" @ 21'- 6.8" Allowed = 1.775" MAX TL DEFL = -0.243" @ 21'- 6.8" Allowed = 2.367" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.046" @ 35'- 11.5" MAX HORIZ. TL DEFL = 0.076" @ 35'- 11.5" 7-00 29-05 '' 4' 4' Design conforms to main windforce-resisting 7-00 7-03-01 7-03-01 7-03-01 7-07-14 system and components and cladding criteria. l'Wind: 140 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 5.00 " IIM-4x4 Q5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Di r), load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, 2 4S( Truss designed for wind loads a_p\ in the plane of the truss only. 1.0" M-3x4 M-3x4 /- 01.42-55:6(0). -5x6(0) 025" r*, 0 1 A1111111116"41111111111111111111 o I M-1.5x3 a, o 0 /- I:V ism 7** 8 90.25 10 *.6 0 M-1.5x3 M-3x8 " M-3x9 M-3x6 01 M-Sx8(S) �V� Ph Op�n • y y y y y � G � c • • /7-00 9-09-04 9-07-08 10-00-05 C? !,. �� O y y � 36-05 C� ;9200PE 9r JOB NAME : POLYGON 6065-B - E6 • Scale: 0.1773 WARNINGS: GENERAL NOTES, unless otherwise noted: © M 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7/ OREGON Truss: E6 and Warnings before construction commences. building component.Applicability ofdesign parameters incorporation f component Is the responsibility a proper 2.2z4 co m pression web bracing must be installed where shown*. pore iono pone ponsibiliy fine budging designer. �j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be Iateraiy braced at '<) -7 e 14, ,r 00\ �4 Is the responslblldy of the erector.Additional permanent bracing of 2'o.c.and sheaths.respectively unless braced throughout their length by a (+ DATE: 5/6/2018 the overall structure is the responsibifitofthe building designer, continuous sheathing such as plywood sheet whereC)and/or drywall(BC). - 3.2a Impact bridging or lateral bracing required shown t e f�R I I1 SEQ.: K 4 6 0 0 4 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibisly of the respective contractor. (� {� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition"of use.ID: LINK design loads be any component. 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12-31-2019 5.CompuTrus has no control over and assumes no responsibility for thenecespry, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. May 8,2018 8.This design Is famished subject to the limitations sat forth by 8.Plates shall be located on both faces of toss,and placed so their center TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide wet joint center lees. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrns Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 2.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-481) 257 5-6=(-402) 475 5-1=(-876) 390 3-7=(-296) 243 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-525) 279 6-7=(-240) 590 1-6=(-258) 680 7-4=(-216) 790 WEBS: 2x9 KDDF STAND; 3-4=(-666) 179 7-8=(-102) 125 6-2=(-107) 162 9-8=(-879) 316 2x4 ROOF #1&BTR A LOADING 6-3=(-370) 253 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -111/ 990V -365/ 288H 5.50" 1.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 22'- 2.5" -111/ 952V 0/ OH 2.50" 1.52 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.033" @ 19'- 8.6" Allowed = 1.436" MAX TC PANEL LL DEFL = 0.052" @ 3'- 7.9" Allowed = 0.464" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-00 15-02-08 f ,r . MAX HORIZ. LL DEFL = -0.006" @ 22'- 0.7" 7-00 7-07-15 7-06-09 MAX HORIZ. TL DEFL = 0.008" @ 22'- 0.7" T 4 T T 12 12 Design conforms to main windforce-resisting 5.00 D IM-4x4 d 5.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=16.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2 ,(-,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11414,00 load duration factor=l.6, End vertical(s) are exposed to wind, 1.0" Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 ,M-3x4 o Apllpp rn A 0 N O 0 1 v' 0 to 5* 6 7 *6 *M-1.5x3 0.25" M-3x4 M-1.5x3 M-5x8(S) QQQ`��co J. 7-00 y 7-11-07 y 7-03-01 y a. ' G N��n��'''',/ y 22-02-08 S? V T 1--:„.„ v-7 4:'t-44 :9200PE C JOB NAME : POLYGON 6065-B - E7 j, Scale: 0.1996 ✓'"4rrl ..,. WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for anindruidual OREGON 4,/� Truss: E7 and Warnings before cons action commences. incorporation corpolding aompof cot.mponent R Applicability of design parameters untlpmpar L ��L 2.2x4 compression web bracing must be Installed where shown+, incorporation of component k the responsibility of the building designer. / tl 2-°\ '` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end borism chords to be Wteralty braced et •7 Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectivery unless braced throughout their length by1. 4 �P DATE: 5/8/201B the a resp structure is h e responsibility nal permanent continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). }� p ty o g designer. 3.25 Impact bridging or lateral bracing required where shown++ �FK RIO- �� SE K4 6 0 0 4 10 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. �•l+i-1 1 4'' fasteners are complete and at no time should any loads greater tan 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied 10 any component. and are for"dry condition"of use. TRANS ID: LINK s.compgruahas nocontrol over and assumes nrresponsibility for the 6.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. M ay 8,2018p 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPMMCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8()L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4791) 3802 1-10=(-4143) 5044 1- 2=(-4791) 3802 6-14=( -429) 1338 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-3751) 2831 10-11=(-3662) 4096 2-10=( -757) 474 14- 7=(-1157) 549 WEBS: 2x4 KDDF STAND; 3- 4=(-2972) 2681 11-12=(-3259) 3230 10- 3=( -420) 1192 7-15=( -431) 1232 2x6 KDDF#1&BTR A; LOADING 4- 5=(-2207) 2543 12-13=(-2982) 2487 3-11=(-1143) 545 15- 8=( -787) 482 2x6 KDDF#2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2508) 3396 13-14=(-3109) 2572 11- 4=( -426) 1330 8- 9=(-4947) 4488 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3192) 3466 14-15=(-3405) 3335 4-12=(-1617) 670 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3907) 3519 15- 9=(-3879) 4296 12- 5=( -532) 1635 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-4947) 4488 5-13=(-3845) 1961 LL = 25 PSF Ground Snow (Pg) 13- 6=(-1625) 672 JT 1: Heel to plate corner = 1.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 9: Heel to plate corner = 3.25" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS -REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -1468/ 2076V -8900/ 8900H 5.50" 3.32 KDDF ( 625) 32'- 6.2" -902/ 4229V 0/ OH 5.50" 6.77 KDDF ( 625) 59'- 4.0" -1749/ 2140V -8900/ 8900H 5.50" 3.42 KDDF ( 625) (PROVIDE FULL BEARING;Jts:1,13,9 '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 = -0.105" @ 15'- 1.2" Allowed = 1.592" MAX TL DEFL = -0.151" @ 15'- 1.2" Allowed = 2.122" MAX LL DEFL = -0.044" @ 49'- 11.5" Allowed = 1.306" MAX TL DEFL = -0.068" @ 49'- 11.5" Allowed = 1.742" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.189" @ 58'- 10.5" MAX HORIZ. TL DEFL = 0.194" @ 58'- 10.5" • • ICOND. 3: 150.00 PLF SEISMIC LOAD. I 29-08 29-08 Design conforms to main windforce-resisting 16-08-15 12-11-01 12-11-01 16-08-15 system and components and cladding criteria. 7-09-04 7-04-11 17-03-01 7-03-01 1 7-03-01 7-03-01l 7-03-01 7-10-14 1 Wind: 140 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 M18HS-7x8 12 Truss designed for wind loads 5.00 17 ' 5.00 in the plane of the truss only. 7.0" 5 4-7( -..---M-4x4 � �M-9x4 4 6 \I'''. M-4x6(0) M-5x12(5) M-3x4 M-3x4 3 7 A ,M-4x4 M-5x6 M-1.5x3 M-1.5x3 '11,11111000";\ :'\ it 0 ni 1 -3x12 M-3x9 01125" -M-4x4 0.2 0.2��' M-3x4 • � ,E� PR0FFs o M-5x6(5) M-5x6(5) M-5x6(5) o '` s y y J, ), ). ), y r�5 �NG�NEFR X02 9-04-07 8-08-10 8-08-10 5-08-08 8-08-10 8-08-10 9-04-07 !4 y 59-o4 .1' `r :9200PE 9V JOB NAME : POLYGON 6065-B - E8DRAG Scale: 0.1076 t, ---.,,, WARNINGS; GENERAL NOTES, unless otherwise noted: O 0: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the paremetersshown and isfor anindMdual 7, ,‘7'./ OREGON 1(1 Truss: E 8 DRAG and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed where shown•. Incorporation of component is the responsibility of the building designer. y (� 1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O �Y /4 2.° �„I� �� is me responsibility of the erector.Additional permanent bracing of 2'o.s.and at 10'o.c.respectively unless braced throughout their length by a G continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). NV DATE: 5/8/2018 the overall structure is the responsibility of the building designer. 3.2v Impact bddging or lateral bracing required where shown•• �� SEQ.: K4600411 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 end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design mads be applied to any component and are for ay coullbod of use. • 5.CompuTmahas nocontrol over and assumes noresponsibility for the 8.Deessiignassumesfullbearingatallsupportsshown.Shimorwedgeif EXPIRES: 12-31-2019 fabrication,handling,shipment end Installation of components. ry. rr�� .I 8 smen pth b 7.Design shall beeaaded oneoth age iotruss ad. May 8�L�18 8.This design Is furnished subject to the limaations set forth by 8.Plates shall be located on both laces of buss,and placed so their carder TPSWTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek8.USA,Inc./Com uTrus Software 7.6.6 1 L E 10.For b ancone ect r of plate ininches.values( For bask connector plate design values see ESR-1371,ESR-1986(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 59'- 4.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 59 2-12=(-161) 895 3-12=( -470) 390 17- 9=(-447) 381 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -838) 313 12-13=(-305) 224 12- 4=( -317) 854 WEBS: 2x4 KDDF STAND; 3- 4=( -668) 327 13-14=(-879) 534 4-13=( -756) 435 2x4 KDDF #1&BTR A LOADING 4- 5=( -117) 521 14-15=(-761) 614 13- 5=( -316) 1100 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -229) 1447 15-16=( -87) 253 5-14=(-1225) 672 TC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -111) 603 16-17=(-114) 845 14- 6=(-2352) 893 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=( -715) 379 17-10=(-472) 1569 6-15=( -531) 1393 8- 9=(-1632) 651 15- 7=(-1219) 670 OVERHANGS: 16.2" 16.2" LL = 25 PSF Ground Snow (Pg) 9-10=(-1799) 637 7-16=( -315) 1097 10-11=( 0) 59 16- 8=( -746) 431 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( -304) 816 M-3x4 where shown; Jts:2,5,7,10,12-13,16-17 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -112/ 781V -274/ 274H 5.50" 1.25 KDDF ( 625) 26'- 9.8" -405/ 3539V 0/ OH 5.50" 5.30 KDDF ( 625) 59'- 4.0" -143/ 1113V 0/ OH 5.50" 1.78 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,14,10 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 1 • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.009" @ -1'- 4.2" Allowed = 0.135" MAX TL DEFL = 0.009" @ -1'- 4.2" Allowed = 0.180" MAX LL DEFL = -0.047" @ 9'- 4.4" Allowed = 1.306" MAX TL DEFL = -0.074" @ 9'- 4.4" Allowed = 1.742" MAX LL DEFL = -0.099" @ 44'- 2.8" Allowed = 1.592" MAX TL DEFL = -0.156" @ 49'- 11.6" Allowed = 2.122" MAX LL DEFL = 0.009" @ 60'- 8.2" Allowed = 0.135" MAX TL DEFL = 0.009" @ 60'- 8.2" Allowed = 0.180" SEASONED LUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = 0.014" @ 58'- 10.5" MAX HORIZ. TL DEFL = 0.020" @ 58'- 10.5" 29-08 29-08 7-10-14 7-03-01 7-03-01 7-03-01 7-03-01 7-03-01 7-03-01 7-10-14 Design conforms to main windforce-resisting 'f f 1 'f' 1 1' 1' 1' system and components and cladding criteria. 12 12 5.00 M-9x6 4 5.00 Wind: 140 mph, h=16.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 4.0" load duration factor=l.6, 6 .6I' Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-5x6(5) 5 0.25" 0.25 4... 11/A 7 M-1.5x33 / / M-1.5x3 o 12 13 It 4 15 16 17 -M-4x4=M-4x4 1 ((ecc,Ep PR%F o M-3x6(5) M-3x6(5) o y 1 l l l 1 1 l 9-04-07 8-08-10 8-08-10 5-08-06 8-08-10 6-08-10 9-04-07 �j ENGIN FFR �/0 y 20-00 y 19-04 1 20-00 y l 1::!.; •' � /gyp 29r 1-04-03 59-04 1-04-03 ��'vr ' JOB NAME : POLYGON 6065-B - E9 '. . Scale: 0.0920 •' .. WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder anderechon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual +T) OREGON Truss: E9 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 ,Z0 2.2v4compresslon web bracing must be inatalied where shown+, incorporation of component is the responsibility to of the building designer. �/ t(� �c;\ `��'` 3.Addftlonel temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at f 0'o.c.rsuch as ply unless braced throughout their length by f V� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/8/2018 the overall structure is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required Wnere shown.. �R C] S E K 4 6 0 0 412 4.No Toad should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. +(� V 4 fasteners are complete and at no time should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied m any component. B are for dry condition. dtlE ano"t ao supports mown.Shim or wee If S.CompuTrus has no control over and assumes no responsibility for the Design assumes es bearing ppo 9e EXPIRES: 12-31-2019 ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is banished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center May 8,2 18 TP WOICA in SCSI,copies of which will be furnished upon request. Ines coincide wah joint center lines. 9.Digits indicate size of plate in inches. MITek USA,InoJCompoTnts Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 59'— 4.0" Design conforms to main windforce—resisting TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Wind: 140 mph, h=25.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. LOADING (All duratio), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF load duration factor=l.6, DL ON BOTTOM CHORD = 10.0 PSF Truss designed for wind loads TOTAL LOAD = 92.0 PSF in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M-1x2 or equal typical at stud verticals. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. Refer to CompuTrus gable end detail for THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. complete specifications. 29-08 29-08 13-06-11 16-01-05 16-01-05 13-06-11 12 M-3x6+ M-3x6+ 12 5.00 Q 5.00 M-3x4+ M-3x4+ M-3x6(5) M-3x6(5) M-3x9+ M-3x4+ / , o _AA .. _ hipta�' 1iD P R Qhs of M-3x4+ 7 M-3x4+ tr. s, o M-3x4 M-3x4+ M-5x6+ M-3x9+ �i� 'oT O/J- M-5x6+ ./ M-3x4 9 1-04-03 59-044. .-- ,,,r JOB NAME : POLYGON 6065—B — E10 '`- V Scale: 0.1920 O a^ WARNINGS: GENERAL NOTES, unless otherwise noted: 7/ ,, OREGON 1,, ./4/ I.Builder and erection contractor should be advised of all General Notes 1.Thls design is based only upon the parameters shown and is for anindividual Ls.... 2Q\ Truss: El 0 and Warnings before construction commences. building component.Applicability of design parameters and proper <Q 'qy 2.2x4 compression web bracing must be installed where shown+. incorporation o!component is the responsibility of the building designer. 4 2.Design assumes the top and bosom chords to be laterally braced at 3. /11 -1:1 A'A ' t�. Additional temporary bracing to insure stability during construction 2'o.c.and at f 0'o.c.respectively unless braced throughout their length by -I��R 5 Vis the responsibility of the erector.Additional permanent bracing cing continuous sheathing such as plywood aheaMing(TC)and/or drywall(BC). 1.. DATE: 5/8/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K4600413 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contracor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorostve environment, EXPIRES: 12-31-2019 TRANS ID: LINK design loads be applied taany component. and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes naresponsibility far the 6 nDesign ecessarysumeslUllbearingataAsuprortashown.Shimorwetlgei! May 8,2018 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be bested on bath faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 141 6-7=(-112) 108 6-2=(-537) 240 BC: 2x4 KDDF#1&BTR SPACED 24.0" 0.C. 2-3=(-223) 104 7-8=( -33) 42 2-7=( -6) 159 WEBS: 2x4 KDDF STAND 3-4=(-223) 104 7-3=( -43) 90 LOADING 4-5=( -3) 141 7-4=( -6) 159 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4-8=(-537) 240 BC LATERAL SUPPORT <= 12"01. CON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -103/ 567V -123/ 123H 5.50" 0.91 KDDF ( 625) 7'- 2.0" -103/ 567V 0/ OH 5.50" 0.91 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing- BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.029" @ -2'- 0.0" Allowed = 0-200" MAX TL DEFL = -0.034" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.029" @ 9'- 2.0" Allowed = 0.200" 3-073-07 MAX TL DEFL = -0.034" @ 9'- 2.0" Allowed = 0.267" / f I 1' MAX TC PANEL LL DEFL = -0.010" @ 1'- 4.9" Allowed = 0.231" MAX TC PANEL TL DEFL = 0.029" @ 5'- 1.7" Allowed = 0.346" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 [ 'C`:17.00 II M-4x4 MAX HORIZ. LL DEFL = 0.001" @ 7'- 0.3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 0.3" 4.0" 3 M-3x6 �� M-3x6 Design conforms to main windforce-resisting 1 / system and components and cladding criteria. M-1.5X4 M-1.5X9 Wind: 140 mph, h=18.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 , -3x6 load duration factor=1.6, 't End vertical(s) are exposed to wind, M-3x4 111. r M-3x4 Truss designed for wind loads in the plane of the truss only. 01111111111'"IgI 0II Vi -/ Truss designed for 4x2 outlookers- 2x4 let-ins �� Q� of the same size and grade as structural top chord- Insure tight fit at each end of let-in. r ro Outlookers must be cut with care and are o i permissible at inlet board areas only. cnIllillillIllik.- Gillil , of o 1 06 �� 7 A8 M-1.5x3 M-3x8 M-1.5x3 y y J. 3-07 3-07 y 2-00 y 7-02 y 2-00 y �(tED PRop6. ��\� ANG N .c� X029 9200PE r' JOB NAME : POLYGON 6065-B - F1 Scale: 0.4773 '�° WARNINGS: GENERAL NOTES, unless otherwise noted, 1.Builder and erection conceder should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual G � 4,OREGON �1(/ Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bosom chords to be laterally braced at 7 T incorporation of component is the responsibility of the building designer. / LI`' 2(1\ 3.Malone!temporary bracing to Insure stability during construction d V is the responsibility of the erector.Additional permanent bracing of 2'o.a and at 10'o.o.respectively unless braced throughout their length by 1 T 1 ie.( continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/8/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �^R MIX. SEQ.: K4 g( ' 414 4.Noeneshould areed to any compotime until aoer all greateing and 5.Installation of trusla h$aeoresponsibility setl cothe e non-corrosive eive nvirr. onment, a- fastenera are complete and at no time should any loads greater than Design assumes be TRANS ID: LINK design loads be applied to any component. 8.Desiand gn or'dry condition" ut all supportshown.Shim or wed It 5.CompuTrus has no control over and assumes no responsibility for the assumes g awedge EXPIRES: 12-31-2019 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. May I I OV,201 V O 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I ! TPUWICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. Mirek USA,InciCompuTrus Software 7.6.8(1 L)-E 10.For bask 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 7'- 2.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( -3) 141 6-7=(-112) 108 6-2=(-537) 240 BC: 2x4 KDDF#1&BTR SPACED 24.0" 0.C. 2-3=(-223) 104 7-8=( -33) 42 2-7=( -6) 159 WEBS: 2x4 KDDF STAND 3-4=(-223) 104 7-3=( -43) 90 LOADING 4-5=( -3) 191 7-4=( -6) 159 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4-8=(-537) 290 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -103/ 567V -123/ 123H 5.50" 0.91 KDDF ( 625) 7'- 2.0" -103/ 567V 0/ OH 5.50" 0.91 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.029" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.034" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.029" @ 9'- 2.0" Allowed = 0.200" 3-07 3-07 MAX TL DEFL= -0.034" @ 9'- 2.0" Allowed = 0.267" T .1 ,r MAX TC PANEL LL DEFL = -0.010" 0 1'- 4.9" Allowed = 0.231" MAX TC PANEL TL DEFL = 0.029" @ 5'- 1.7" Allowed = 0.346" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 7.00 IIM-4x4 Q 7.00 4.0" MAX HORIZ. LL DEFL = 0.001" @ 7'- 0.3" 3 MAX HORIZ. TL DEFL = 0.001" 0 7'- 0.3" 16 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=18.7ft, TCDL=4.2,BL'DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 M-3x9 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 r 0 I I ON O1 p 1 O I1111111111111111111111..- WINIIIMIllif°11111111111111111f*ILI6 1 ti .+ 611.3.om 7 M-1.5x3 M-3x8 M-1.5x3 * 1 l 3-07 3-07 y 2-00 y 7-02 y 2-00 y <��Ed PROFFss �� 04GINELcR /0 89200PE 9r JOB NAME : POLYGON 6065-B - F2 `� Scale: 0.5023 ' WARNINGS: GENERAL NOTES, unless otherwise noted: O CC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an lndNldual "Sly OREGON �� Truss: F2 and Warnings before construction commences, building component.Applicability of design parameters and proper 1' 2.204 compression web bracing must be instated where shown+. irwoiporation of component is the responsibility of the building designer. T []� 2�� j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 0'o.c,and at10'o.c.respecas plywood unless braced throughout their length by /O iTf continuous sheathing such as plywood sheath,rrene)and/or drywall(BC). ` DATE: 5/8/2018 the overall structure is the toa component iey of the building designer. 3.20 Impact bridging or lateral bracing required where shown os FR R ILA_ SEQ.: K 4 6 0 0 4 15 4.No loadene should be applied to any component until after all bracing and 4.Design of truss russes responsibility eto beebuseea m eenon.00noslve enactor. lit. fasteners are complete and at no time should any loads greater than gn assumes design loads be applied m any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrashas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necefabrication,handling,shipment and Installation of components. scaryr� q p 7.Designassumesbesaded on both Is provided. May 8,^0IO 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPWJlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1008(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 7-09-00 GIRDER SUPPORTING 22-02-0B IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -10) 138 6- 7=( 0) 0 7- 2=(-1338) 428 BC: 2x6 KDDF#1&BTR 2- 3=(-440) 276 7- 8=(-484) 496 2- 8=( -316) 832 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-440) 276 8- 9=(-166) 226 8- 3=( -268) 356 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -10) 138 9-10=( 0) 0 B- 4=( -316) 832 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 9.0" V 4- 9=(-1338) 428 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 252.6)+DL( 191.8)= 444.4 PLF 0'- 0.0" TO 7'- 9.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.5" 20.5" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 3.5" -604/ 2202V -363/ 363H 5.50" 3.30 KDDF ( 625) 7'- 5.5" -604/ 2202V 0/ OH 5.50" 3.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. considered for this design. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.007" @ -1'- 6.5" Allowed = 0.171" -,,,- nails staggered: MAX TL DEFL = -0.008" @ -1'- 8.5" Allowed = 0.228" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'- 3.5" Allowed = 0.029" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL = 0.000" @ 0'- 3.5" Allowed = 0.039" t A/ 9" oc in 2 row(s) throughout 2x6 webs, MAX TL DEFL = -0.011" @ 3'- 10.5" Allowed = 0.417" �/M)/ 9" oc in 1 row(s) throughout 2x4 webs. 3-10-0B 3=10-08 MAX LL DEFL = 0.000" @ 0'- 3.5" Allowed = 0.029" MAX TL DEFL = 0.000" @ 0'- 3.5" Allowed = 0.039" ,r ,( 'f MAX LL DEFL = -0.007" @ 9'- 5.5" Allowed = 0.171" MAX TL DEFL = -0.008" @ 9'- 5.5" Allowed = 0.228" 3-02-06 3-01-08 MAX TC PANEL LL DEFL = 0.015" @ 5'- 4.3" Allowed = 0.220" 'I I f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 7.00 TIM-4x4 Q 7 00 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.6" MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.6" 4.0" 3 4`A' 111 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x6 M-3x6 2.. 9 Wind: 190 mph, h=29.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f ->' (All Heights), Enclosed, Ca .2, Exp.e, 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. 111111111111m 0 A co O I m 67 8 BO M-3x6 M-3x8 M-3x6 ll J. J' 0-06-043-04-04 3-04-04 0 3-08 7-02 0-03-08 �C:1' GINEF•6-' 1-08-08 7-09 i 08-08 �� y ',92� . JOB NAME : POLYGON 6065-B - F3 Scale: 0.2029 - WARNINGS: GENERAL NOTES, unless otherwise noted: O ai Q' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indtuidual 7, ,e OREGON w� �� Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper �(� s 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �Q`' �(�\ �� 3.AtldBionaI temporary bracing to insure stabll8y during construction 2.Design assumes the top and bottom chords to be laterally braced at �O (J 1 4 V • fa the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c,respectively unless braced throughout their length by f continuous sheathing such as plywood sheathing(TC)and/or 'well(BC). DATE: 5/8/2018 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing O ng required where shown t 0 FR R i L�- SEQ.: K4600416 4.No load should be applied to any component until after all bracing and 4.Installationoftrusisstherespo sie ulliyod fththe respactNec nenvironment, ttraconr fasteners are complete and at no time should any loads greater than Design assumes and are for"dry condition'.of use. TRANS ID: LINK design loads be applied to any component. s.CompuTrus has no control ever end assumes no responsibilsy for the B.Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12-31-2019 scary fabrication,handling,shipment and installation of components. T.Design sshallbassumes adequate bodrainage fo russe. M8y 8,2018 8.This design la furnished subject to the limitations sat forth by 8.Plates shall be located on both feces of truss,and placed 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,IncJCompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,600-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 55 2- 8=( 0) 0 8- 3=( 0) 61 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-223) 152 3- 9=(-984) 228 3- 4=( -421) 1088 WEBS: 2x9 KDDF STAND 3- 4=(-421) 1088 9-10=(-911) 198 9- 4=(-1073) 428 LOADING 4- 5=(-268) 702 10-11=(-630) 126 4-10=( -142) 545 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -79) 71 10- 5=( -593) 148 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -9) 5 5-11=( -205) 811 TOTAL LOAD = 42.0 PSF 11- 6=( -101) 94 OVERHANGS: 24.0" 0.0" 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" -124/ 505V -35/ 119H 5.50" 0.81 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 8'- 7.0" -187/ 1256V 0/ OH 5.50" 1.88 KDDF ( 625) 12'- 3.2" -384/ 73V 0/ OH 5.50" 0.12 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,9,11 9-07 2-08-04 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 , VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-08 4-11-01 0-11-15 2-04-08 0-03-12 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed = 0.267" T '1 'l' '( T '' MAX LL DEFL = -0.042" @ 3'- 6.2" Allowed = 0.395" 12 12 MAX TL DEFL = -0.066" @ 3'- 6.2" Allowed = 0.526" 3.00 v 5.00 D MAX TC PANEL LL DEFL = 0.005" @ 10'- 8.9" Allowed = 0.149" MAX TC PANEL TL DEFL = -0.006" @ 10'- 8.9" Allowed = 0.224" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 8'- 7.0" MAX HORIZ. TL DEFL = 0.006" @ 8'- 7.0" M-1.5x3 6 7 -/ Design conforms to main windforce-resisting system and components and cladding criteria. M-5716111111 -5x6 M-3x8 5 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, � 1111Il � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 0 .,C i End vertical(s) are exposed to wind, 1611111 , o Truss designed for wind loads i in the plane of the truss only. M-9x6 m ill , , �.: 10 I.E.-.111 -/ "i i of M-1.5x3 M-3x9 M-3x9 0 1 _,4 B o O M-3x9 M-1.5x3 b l ,1' l y 3-06-04 5-00-13 0-08-07 2-11-12 y y y 1 2-00 3-08 8-07-04 '<(., (I(� y 12-03-04 y , .00.`GINr u/O '�� ` R 2v '92 .0' C JOB NAME : POLYGON 6065-B - G1 • ... , Scale: 0.3828 WARNINGS: GENERAL NOTES, unless otherwise noted: © Cr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for an individual -y OREGON LV Truss: G1 and Warnings before construction commences. building component.Applkabllity of design parameters end proper 2.2x4 compression web bracing must be installed where shown e. incorporation of component lathe responsibility of the building designer. L� tj �OA �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unlesschobraceda be laterally braced at O -7 y 1 A IS the responsibility or the erector.Additional permanent bracing of 2'o.c.and at f D'o.c.respectively throughout their length by Y f �P continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 5/8/2018 the overall structure is the responsibility of the bidding designer. 3.2x Impact bridging or lateral bracing required where shown e e aRIl A, SEQ.: K4600417 4.No load should beleteatl to any component until after at bracing and 4.5.Designallation of trusissethe s aretoresponsibility sedntanon-corrosivearespectNe mtonment, (� 1 fasteners are complete and at no see should any loads greater than assumes be TRANS ID' LINK design loads be applied to any component and are for dry conditionofusc. 5.CompuTrus has no control over and assumes no responsibility for the e 8.Dei6�sumerfull bearing atall supponsshown.Shim orwedge i( EXPIRES: 12-31-2019 ry fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. 8.This design Is fumished so bled to tire 1pmriabons sat forth by 8.Plates shall be located on both faces oftrus,and placed sotheir center May 8,2018 TPINJ1CA In BIN,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indkate size of plate In Inches. MiTek USA,Ino./CotnpoTfus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) Sym bols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/4"" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. 114hb. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS g,is always required. See BCSI. �� 2. Truss bracing must be designed by an engineer.For 0'1/16 4 wide truss spacing,individual lateral braces themselves ❑ may require bracing,or alternative Tor I 111111,11)didwia31 ❑ bracing should be considered. ■_ O O= 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- ' /' 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,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 Indicatedill, 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. I 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. h= reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MAIl x 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone iPlate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, MiTek ��g 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