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Plans \XN --c- - 1111-1 MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: POLYGON 8056-A ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K3569566 thru K3569643 My license renewal date for the state of Oregon is December 31,2017. "‹. 0AG I N FFR cS'jO29 ct' 89200PE LOREGON b , '9Y 74,V\ P} '�ERRIL�-e' 411PAree August 17,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.2" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h-15f t, TCDL-4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PIP Ground Snow (Pg) in the plane of the truss only. • • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-07-10 9-07-10 1' T T 12 12 IM-4x4 12.007 ! 3 N12.00 • ,41111L 3x9 M-3x4 • y �<� o Pia Fss 1-00 9-03-09 e3 NAGiNEk.• :9200P <' • JOB NAME : POLYGON 8056-A - Al ! /se' JOB Scale: 0.4470 ftp 111. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 4:w Truss: 1.Builder and erection contractorshould beadvised of all General Notes I.This design Is based only upon the parameters shown and h for an IndMdual OREGON l� V � ^:f Truss: A I and Wemin s before construct) building component Applicability of design parameters and proper [� /�}V 2.204 compression web bodng must be Installed where shown+ incorporation of component la the responsibility of Me building designer. ��l 7 1 4 2.$ �"�" 3.Additional temporary bracing to Inerre stability during construction �.Design assumes Me lop end bottom chortle to be laterally brecetl et �/ hy Is the responsibility of Me erector.Addl..'permanent bracing of T ntin and at ea0.o.c.respectively woods braced throughout andr their all(B). Al L` DATE: 8/17/2017 Me overall structure Is the responsibility of the building dmIgnor. 3 continuo. u ct bridging sheathing lateral Mrequiredplywood whereCshe «dr/wen(BC>. \,+ Impact rldg ng or bracing SEQ.: o'3 5 6 9 5 6 6 4.No load should be applied to any component until after ell bracing and 4.Installaaon of Miss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes Misses are to be used in a noncorrosive environment. TRANS I D. LINK design toads be applied to any component. and are for•ery contlltlon•of use. 5.CompuTms has no control over end assumes no responsibility fon the 8.Design ase ee NII bearing at all supports shown.Shim or wedge If EXPIRES:' 12/31/2017 aarysum fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August{1/7 ,20 1 7 6.This design Is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,end placed so their center TPIMTCA In BC51,copies of which will be furnished upon request. tines colndtle with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L).E 10.for basic connector plate design values see ESR-1371,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.2" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #l4BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(-8) 174 5-3=(0) 206 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-349) 88 5-4=(-8) 179 WEBS: 2x9 KDDF STAND 3-4=(-344) 85 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -83/ 518V -108/ 115H 5.50" 0.83 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 3.2" -46/ 388V 0/ OH 5.50" 0.62 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.076" @ 6'- 8.7" Allowed = 0.396" 4-07-10 4-07-10 MAX TC PANEL TL DEFL - 0.150" @ 2'- 8.4" Allowed = 0.594" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAXHORIZ. LL DEFL - 0.001" @ 8'- 9.8" M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 8'- 9.8" 12.00 V N12.00 3 4.0" Designconforms to main windforce-resisting AIC system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor,-1.6,Truss designed for wind loads in the plane of the truss only. r,1 mo i 11 to illi1.1111L14.X to 01 5 =may I 0 0 1/111°°1411 -3x4 M-1.5x3 M-3x9 b 3. 3 4-07-10 4-07-10 3, 3' ), c p PROFkss 1-00 9-03-04 �� 4GIN -. /0 � r 89200PE 1.-- JOB JOB NAME : POLYGON 8056-A - A2 -401011°I✓. . Scale: 0.4436 1l! R / WARNINGS: GENERAL NOTES, unless o theparnoted: -7 OREGON 1(/ 1 Builder and erection contractor should be advised of all General Notes 1.This design h based only upon parameters shown and Is for an IMMdual J k,� Truss: A2 and Warnings before construction commence, building componentApplicability or design parameters end proper L 2P,a,..1 P}� 2 2e4 compression web bracing must be Installed where shove,. Incorporetlon of component Is the responsibility of me building designer. �/'k -7 A ••i{�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �./�A Y h the responsibility of the erector.Additional permanent bracing of Y us end at 10'o.c.respectively unless braced throughout maid length byLw, continuous sheathing such as plywood sheathing(TC)and/or dryweli(BC). [`i p 1 0- DATE: 8/17/2017 the overall structure Is the responsibility ohne building designer. 3.a Impact bridging or lateral bracing required where shown++ SEQ.: K 3 5 6 9 5 6 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a mes busses are to be used in a noncorrosive environment. T RAN S S D• LINK Maim loads be applied to any component. and are for conation•of use. 5.CoipuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/ /2017 snary fabrication,handling.shipment and installation of components. um .l .I 8.This design is furnished subject to the limitations set font T.Designerassumes be aced on ofecdrainage Is russea. August 17 r2�1 7 ) by S.plates strati be locaten conn both faces of truss,and placed o their center TPIMTCA in SCSI,copies of which will be famished upon request. hogs eIndicat with joint plate eInr ce. 9.MITek USA,Inc./Com uTrus Software 7.6.8 1L E 1 Figw Isdicone ecer Iinches.values P ( )- 1g.Far basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 1-3-(-376) 111 1-5=(-58) 204 3-6=(0) 191 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 5-6=(-51) 209 BC: 2x4 KDDF Itl&BTR 3-4-(-394) 176 6-4=(-46) 210 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 NSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -434/ 445V -95/ 90H 140.50" 0.71 RODE ( 625) LL - 25 PSF Ground Snow (Pg) 11'- 8.5" 0/ 135V 0/ OH 140.50" 0.22 KDDF ( 625) NOTE: 2x4 BRACING AT 24" OC UON. FOR 20'- 6.2" -96/ 413V 0/ OH 5.50" 0.66 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x9 or equal at no -structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.025" @ 18'- 3.3" Allowed = 0.396" vertical members (uon)n MAX TC PANEL TL DEFL = 0.026" @ 13'- 4.0" Allowed = 0.597" Unbalanced live loads have been SEASONED LUMBER IN DRY SERVICE CONDITIONS considered for this design. MAX HORIZ. LL DEFL = 0.001" @ 20'- 0.8" MAX HORIZ. TL DEFL = 0.002" @ 20'- 0.8" 11-03-02 T T Design conforms to main windforce-resisting 14-03-02 1-06-13 4-08-05 system and components and cladding criteria. IIM-4x4+ 12 12 Wind: 140 mph, 6-22.301, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Di r), 12.00 7 N 12.00 load duration factor-1.6, Truss designed for wind loads jy Gable end truss on continuous bearing wall. in the plane of the truss only. M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. -4x6 AI\.''I �>.• _ Mo dI N M-3x9+ M-5x6+(g) //M-4x% o M-3x6 M-3x4 to 1 l 15-10-1d 4-07-10 1-00 20-06-04 y 0.0) PRQpe. �\� .....- maims. ....- R /02 cc :9200PE ter" JOB11, tt- NAME • POLYGON 8056-A - 'B1 MO ��• Scale: 0.2067 7G OREGON /'- WARNINGS: GENERAL NOTES, unless otherwise noted: SItx ` , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end as for an individual I"" " 1/ A f'f O�NI��1.. Truss: B1 and Warnings before construction Commences. building component Applicability of design parameters and proper 4,-1 - Y 4 j 2.2a4 compression web bracing musk be Installed where shown.. Incorporation of component Is the reaponelb4ty of the building designer. 3.Additional temporary bracing to Make stability during construction 2.Design assumes the top sod bosom chords to be laterally braced al `h n A I Is the responsibility of the erector. dlibnel permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by !'� DATE: 8/17/2017 the overall structure is the reapon billy of the building designer. continuous sheathing soda l b plywood required c and/or drywall(BC). n9 8 3.2x impact bridging or lateral bracing required wfiere snown., S E K 3 5 6 9 5 6 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss b the responsibility of the respective contractor. EXPIRES: 4 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, 12/31/2017 design hada be applied many component and are for%try condition'of use. TRANS I D: LINK 5.CompuTrus has no contra over are assumes no responsibility forma 8.Design camas fun bearing al all supports shown.Shim o wedge 8 August 17,2017 fabrication,handling,ahlpmem and installation of components 7.Design assumes adequate drainage Is provided. S.This design h furnished subject to the Ilmkadons set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPINJTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center Anes. 9.Digits indicate she of plate In Inches. MITek USA,Ino./COmpuTrns$oftware 7.6.80 L)-Z 10.For basic connector plate design values see ESR-1311,ESR.1 g88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF d1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-107) 689 3-7=(-312) 292 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-939) 256 7-6=(-108) 573 7-4=(-261) 613 WEBS: 2x9 RIDE STAND 3-4=(-726) 294 7-5=(-316) 292 LOADING 4-5=(-725) 308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-940) 269 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 0.0•• BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PIE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -177/ 982V -269/ 278H 5.50" 1.57 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 6.2" -129/ 861V 0/ OH 5.50" 1.38 RODE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICDND. 2: Design checked for net(-5 psf) uplift at 24 '•oc spacinq. I 10-03-02 10-03-02 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 T ' f MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" 5-02-05 5-00-13 5-00-13 5-02-OS MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.020" @ 10'- 3.1" Allowed- 0.980" f ' ' MAX TL DEFL = -0.033" @ 10'- 3.1" Allowed - 1.307" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-9x6 12.070 4.0" MAX HORIZ. TL DEFL - 0.016" @ 20'- 0.8"12.00 MAX HORIZ. LL DEFL = 0.010" @ 20'- 0.8" 4 �L Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. A M-1.5x3 ull -. O3x8 M-3x6(5) M-3x4 0 1 l b 10-03-02 10-03-02 PD b 12-00 y 8-06-04 3' ,<<. 't) f 7 fi ss 1-00 20-06-04 �` 89200PE -Yr" JOB NAME : POLYGON 8056-A - B2 AV. .4001 ~'' Scale: 0.2440 Oa [t' WARNINGS: GENERAL NOTES, unless otherwise noted' -„_ OREGON p EGO ( �/' Truss: B 2 1. uilder and erection contractor should be advised of all General Notes i This design le based only upon the parameters shown and Is for an individual 17 V fl Cl i V f V * "L,/ and Warnings before construction commences building component.Applicability of design parameters and proper I+^ N 2 2e4 compression web bracing must be installed where shown a. incorporation of component Is the responsibility of the building designer. /O "44' .�4 20�...P+ 3 Additional lamporary bracing to Insure aleblllty during consiructlan 2.Design assumes the top and bottom c1roMs b be laterally braced et Is the responsibility of the erecta.Additional permanent bredrg of 2'o.c.and el 10 o.c.respectively unless braced throughout their length by �/w.a.s continuous sheathing such as plywood sheaths g(TC)and/or drywall(eC). ((��/..7 R y L DATE: 8/17/2017 the overall structure 1s the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+s a s SEQ.: K3 5 6 9 5 6 9 4.No load should be applied to any component until alter ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design essumee hisses are to be used in a noncorrosive ensroranent, TRANS I D: LINK design loads be applied to any component. end are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Desitin assumes full bearing at all supports shown.Shim or wedge If EXPIRES:. 12/31/2017 febncation,handling,shipment and installation of components. 7.Design essumee adequate drainage Is provided. August 1 7,20 1 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. tines coincide wtih joint center lines. 5.Digits Indicate sac of plate In Inches. MiTek USA,Ino./ConspaTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-06-04 GIRDER SUPPORTING 33-03-04 FROM 5-00-00 TO 20-06-04 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 80 2- 9=(-1364) 6142 9- 3=1 -666) 3120 7-13=(-464) 2204 BC: 2x8 RODE #1&BTR 2- 3=1-9236) 2062 9-10=(-1358) 6108 3-10=(-1896) 498 WEBS: 204 RODE STAND; • LOADING 3- 4=(-7106) 1680 10-11=1-1054) 4884 10- 4=1 -814) 3452 2x6 DF SS A; LL - 25 PIF Ground Snow (Pg) 4- 5=(-5450) 1380 11-12=1 -952) 4704 4-11=1-2710) 746 2x6 KDDF #2 B TC UNIT LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.2" V 5- 6=(-5450) 1378 12-13=1-1192) 5556 11- 5=1-1876) 7416 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 5'- 0.0" V 6- 7=(-6834) 1618 13- 8=1-1198) 5580 11- 6=(-2262) 636 TC LATERAL SUPPORT <= 12"OC. UON. BC UN F LL( 390.9)+DL( 285.8)= 676.7 PLF 5'- 0.0" TO 20'- 6.2" V 7- 8=1-8394) 1870 6-12=1 -676) 2852 BC LATERAL SUPPORT <= 12"OC. UON. 12- 7=1-1300) 388 ADDL. BC CONC LL+DL= 3071.0 LBS @ 4'- 0.0" OVERHANGS: 12.0" 0.0" 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) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1651/ 7298V -267/ 275H 5.50•' 11.68 KDDF ( 625) 20'- 6.2" -1750/ 7808V 0/ OH 5.50" 12.49 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 7" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed - 0.100" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133•' 10-03-02 10-03-02 MAX LL DEFL - -0.073" @ 13'- 6.4" Allowed - 0.980" T T. T MAX TL DEFL = -0.148" @ 6'- 11.8" Allowed - 1.307" 4-01-12 3-01-09 2-11-13 • 2-11-13 3-01-09 4-01-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 'l' 1' f T ' ' ' MAX HORIZ. LL DEFL - 0.016" @ 20'- 0.8" 12 12 MAX HORIZ. TL DEFL - 0.033" @ 20'- 0.8" M-5x6 12.00 V. 71 12.00 5.0'' Design conforms to main windforce-resisting 6 �, system and components and cladding criteria. CONCENTRATED LOADS V� ALLCONMUST BE CONCENTRATED EQUALLY DISTRIBUTED , Wind: 140 mph, h-24.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, TO EACH PLY OFTHETRUSS. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, Truss designed for wind loads M-3x6 M-3x6 in the plane of the truss only. 4 6 M-3x6 M-3x6 3 • M-5x16 M-5x16 , ma aais nR IL, o ��Y�� , ,..., 98 D4 �I , 1 9 10 11. 12 13 8 0 0 M-3x12 •=M-8x8 M-8x10 M-5x8 M-3x8 0 M-7x6(S) 13071# l y )' b b b ), 4-00 2-11-13 3-03-05 3-03-05 2-11-13 4-00 C` R P R OFC b b y 12-00 8-06-04 rC: 4G1Ek'6 %© l y y � - r 1-00 20-06-04 89200PE <' JOB NAME : POLYGON 8056-A - B3 14/x+! Scale: 0.2070 l ' - _ WARNINGS: GENERAL NOTES, unless atheoMm noted • OREGON • 44.1� I.Builder and erection conBector should be advised or at General Notes I.This design is based only upon the parameters shown and Is for an individual A Truss: B 3 and Warnings before construction commences. building component Applicability of design parameters and proper / 1f �Q 1. � 2.204 compression web bracing must be Installed where shown ii. Incorporation of component h the responsibility of the building designer. '''''11' ti A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes gha lop and bottom chards to be laterally braced at f V �A. la Bre responsibility of the erector.Additional permanent bracing of 2'oc.and et 10'o.c.respectively unless braced throughout their length by M$*PRI L continuous sheathing r Buda l b plywood required sheathing(TC)holo•drywell(BC). [� 4' DATE: 8/17/2017 the overall structure Is the responsib8lty of the building designer. 3.2a Impact bridging or lateral bracing required where shown• SEQ.: K3 5 6 9 5 7 0 4.No bad should be applied to any Component until after all bracing and 4.Installation of truss Is the responsibility of the respective contracto, fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. end are or'dry condition.of use. 5.Compuirus has no control over and assumes no responsibility for the H.Deakin assumes full bearing al all supports shown.Shim or wedge If EXPIRES: XPI R ES: 12/31/2017 ponsi ty ry. + Gl1./I� Il G.t7 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. August 17,20 1 7 6.This design is furnished sub(ed to the limitations sat forth by 8.Plates shell be located on both faces of Truss,and placed so their center TPIM77CA In BCSI,copies of which will be furnished upon request. tins coincide with joint center Knee. 9.Digits indicate size of plate In Inches. MITek USA,Inc./ColnpoTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 556-1311,100-1585(MDek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-723) 721 1-3=(-985) 986 2-3=(-560) 519 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -491/ 608V -1000/ 1000H 5.50" 0.97 KDDF ( 625) TOTAL LOAD - 42.0 PSF 4'- 0.0" -497/ 597V -1000/ 1000H 5.50" 0.96 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL - 0.077" @ 2'- 2.7" Allowed- 0.322^ MAX TC PANEL TL DEFL - 0.073" @ 2'- 2.7" Allowed= 0.484^ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-00 MAX HORIZ. LL DEFL - 0.004" @ 0'- 5.5" ,f .f MAX HORIZ. TL DEFL = -0.004" @ 0'- 5.5" 12 M-1.5x3 • ICOND. 3: 250.00 PLF SEISMIC LOAD. 12.00 7 Design conforms to main windforce-resisting 2 system and components and cladding criteria. ill Al Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Lo load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7O C O 1 ul 1 i- 1 �3 - O M-3x4 M-1.5x9 b )' 9-00 794°' PRQssN E / � qp • ''' 89200PE r' JOB NAME : POLYGON 8056-A - BP1 _" _ Scale: 0.5503 - ..410p, WARNINGS: GENERAL NOTES, unlessotherwise noted: 'T7 OREGON 4.110 1. 1.Builder and erection contractor should be advised of all General Notes 1.Thle design la based only upon the parameters shown and Is for an individual A�J-� Truss: B P 1 and Warnings before construction commences. bultding component.Applicability of design parameters and proper l� 'I/,9 20 1 2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responalbsty W the building designer. O A 3.Additional temporary breGng to Insure stability During construction 2.Design assumes the top and bottom choNs to be laterally braced G �Qt is the responsibility of the erector.Additionalpermanent bradng of Y a.c.and a110'o.c.such a pty unless braced throughout their length by MEQ R'0- DAT a E: 8/17/2017 the overall structure ie the responsibility of the building designer. 3.continuousx t bridging lateral as required a sheathing(TC) wh re shown hi ds rywall/BC). ptc g g or ng SEQ.: K3569571 <.Nobad should cbelapplied toany component uny after all eaterhand 4.Design asuestebles responsibilityrtbe itherespeGWa contractor.nvron fasteners are complete and at no Ams should any loads greater than 5.Design assumes trusses are b be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component and are for•fry condition•of use. rnpuTrus has no control over and assumes no responsibility for the 0.Desllgn assumes full bearing at all supports shown.Shim or wedge If 5.CoEXPIRES: 12/3112017 mum fabrication,handling,shipment and Installation or components. 7.Design assumes adequate drainage I.provided. August 17,2017 a.This design is fumiehad subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPW✓TCA M SCSI,copies of which will be furnished upon request lines coincide with joint center Anes. 9.Digits indicate size of plate in Inches. MiTek USA,Ina./CornpuTrus Software 7.6.8(1L)-E 10.For basic Connecta plate design values see ESR-1311,E3R-t 988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-347) 398 3-9=(-447) 947 3-1=(-1688) 1670 4-2=(-254) 233 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-4=(-1505) 1504 WEBS: 2x9 KDDF STAND ' LOADING BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 12.00 V DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -1660/ 1706V -464/ 464H 5.50" 2.73 KDDF ( 625) TOTAL LOAD= 42.0 PSF 1'- 10.3" -1656/ 1711V -464/ 464H 5.50" 2.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. I M-1.5x3 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL = -0.007" 0 1'- 3.0" Allowed= 0.109" -/ MAX TC PANEL TL DEFL = -0.007" 0 1'- 2.3" Allowed- 0.163" 2 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" 0 1'- 6.8" /� MAX HORIZ. TL DEFL = 0.001" 0 1'- 6.8" ICOND. 3: 250.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting //M-4:4•;11111111111111111111 /M-9X9 system and components and cladding criteria. 1 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- ` load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 0 i.o .-a I 0 a 111111111 �A11111� ARCM MECEN4 M-3x4 -M-4x4 , PR Qr� � �AVi� c:.," 4' q b y 1-10-04 :9200PE { JOB NAME : POLYGON 8056-A - BP2009- Scale: 0.5967 41101W 110 WARNINGS: GENERAL NOTES, uny otherwise terameta 7/ A_OREGON A.1.and Warnings and erection contactor ahoba bencNaetl of at General Notes 1.This deacon Is based only upon the parameters as shownmeter and is for r IndMdual y4' Fl Li ,V y� . Truss: BP 2 and Wam nos be ore conatrla lion commences. building component Applicability of design parameters and proper • 2.2x4 compression web bracts must be installed where shown+. incorporation m component is me responsibility or the building designer. </>, 'Q '1 4 �V �_''-- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et by Is Me reeponslblNty of the erecta.Additional permanent brae)g of 2'n.n.and et sheathing hin.such as ply woods bested(TC)an f their ceratin). M$-+1` 1 tie\'. DATE: 8/17/2017 the oven i structure Is the responsibility of the balding designer. continuousIm inlata,bac cog reood uir a where +drywall(BC). R aY 9 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : K 3 5 6 9 5 7 2 4.No load should be applied Is any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are compact and at no sine should any loads greater than S.Design assumes busses are to be used in a noncorrosive environment, TRANS I D^ LINK design toads be applied to any component. and ere for"dry condition.'of use. 5.Compal ue has no control over and assumes no responsibility for the I.Design aseu mea full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 7 r 20 7 6.This design is furnished subject to Ire limitations set forth by 8.Plates shall be located on both lanes of bUuss,and placed so their center 9 TPI WTCA In BCSI,copies of which will be furnished upon request. linea coindde with)dnt center lines. I.Digits adnate size of plate In aures. Wee USA,Inc./CompuTrus Software 7.0.8(1L)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) I. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KIDS 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. I WEBS: 2x9 RODE STAND • LOADING Note:Truss design requires continuous TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF bearing wall for entire span UON. BC LATERAL SUPPORT <- 12"OC. UON. 12 DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 42.0 POE the structural system for imposed seismic loading is 12.00 7 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals M-1.5x3 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 2 Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. T AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 M-3x4 1 40 IL,„,,,,,, toi �OB �7-3x4 �11111111 o au M 3x 1 0 MI IBS lO 111111111111 3 5 -M-4x4 M-3x4 ��Ep PRQpk, y b �' NGINs/O�1-L0-04 -w fi� 89200PE r " JOB NAME : POLYGON 8056-A - BP3 '/� Alb,-Scale: 0.4406 . (yam WARNINGS:e GhRAe design NOTES, antes of the ise e 4/OR n,.,EG O N '"L 1.ass W and s befall conehuur on co be advised of all General Notes 1.Thisli g co is basedt.only pl cabn y o &signparameters parameters shown and Isig for r individual j �`'� •' Truss: BP3 and Warnings herore cahetroGlan commences. building �..^ Vs g component.component H the of spesei and proper 2a� 2.204 oomvres.wn web bracing must be installed where shown+. Design of component W responsibility of the building designer. /O q Y 1 4 3.Additional temporary brachw to Insure stability during construction 2.Design assumes the top anti bosom rhorde to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of r'o.c.and at 10'o.c.respectively unless braced throughout thele length by ,14/)':� 1k—\-- DATE: 8/17/2017 continuous sheathing such as plywood sheathing(TC)andfor drywan(BC). -lr the overall structure Is the responNbltity of the building designer. 3.2.8 Impact bridging or lateral bracing required where&town++ SEQ.: K3 5 6 9 5 7 3 4.No bad should be applied to any component until after all baring and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are kr"dry condition"of use. 6.CompuTms has no control over and assumes no respensibiNly for the 6.Design assumes lug beating at all supports shown.slim or wedge If EXPIRES: 12/31/2017 fabdcaton,handling,shipment and installation of components. necessary. 7.C.This design is furnished subject to Me limitations set forth by 8.Platesnshall be battededue adequate laces ofIs truss,eend placed so their center d. August 17,2�17 TPIIWTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. MiTak USA,Inc./Com uTrus Software 1 L 7.8.8 9.Digits Indicate she of plate in inches. p ( )-E 10.For basic connector plate design values see ESR-1311,ESR-t 988(MITek) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 1'– 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x8 KDDF #16BTR ', LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 204 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD= 42.0 PSF the structural system for imposed seismic loading is 12 the responsibility of the engineer of record. 12.00 7 LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. 2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1.5x3 Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. - AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. • M-3x9 T • 1,000 IB r-3x4 • IIM-4xu 1L I .+ o 1 1 rn cs oo • • • • 3 5 M-9x6 p IIM-9x9 �p, 0 PRQpL. 'c" 89200PE <' JOB NAME : POLYGON 8056-A - BP4 !• r'�.,.--- -'"`' Scale: 0.3687 L� • WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1 i. 1.Builder end erection contractor andul be advised of ell General Notes 1.This design Is based only upon the parameters shown end is for an individual �/ Truss: BP4 and Warnings before canslnhctbn'commences. building component.Applicability of design parameters and proper / 2.204 compression web bradng moil be Installed where shown t. Mcorporetbn of component Is the responsibility of the building designer. /A: 14 2,�1� �4 3.Additional temporary bracing to InWre stability during cghahuctlon 4.Design assumes the top end bottom chords b be laterally traced el �•/ Y Is the reeponsibaity of the erector.Additional permanent bracing of 2'a.c.and al 10 o.c.respectively unless braced throughout their length by ('� DATE: 8/17/2017 the scares structure Is the responsibility of the buildingdeal 20colope us sheathing such as plywood shoe ing(TC)and/or drywall(BC). R IAA' pon ty designer. 3.27 Impact bridging or lateral bracing requited where shown t+ SEQ.: K3569574 4.No bad should be applied seep goreponent onto after all bnadng and 5.4. tallation of truss thee ity taerspecctieiive cove n environment, fasteners are complete end at no In*should any loads greater thanDesign assumes TRANS I D: LINK design loads be applied to any component. 6.Design for lullll the raring at at supporta shown.Shim or wedge if 5.CompuTros has no control over and assumes no responsibility ler the EXPIRES: 12/31/2017 fabdcalion,handling,shipment and installation of composenb. 7.Design assumes adequate drainege is provided. August 17,2017 6.This design is furnished subject to Ina limitations se(forth by 6.Plates shall be located on both feces of buss,and placed so their center .�J TPIMTCA in SCSI,copies of whish 041 be furnished upon request. lines coincide with joint center lines. S.Digits indicate size o/plata In Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(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 1'- 10.3" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 COND. 3: 250.00 PLF SEISMIC LOAD. BC: 2x9 KDDF fl&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD - 42.0 PSF the structural for system M-9x6 II M-4x9 Y imposed seismic loading is the responsibility of the engineer of record. 1 2 LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals C LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. co *1�1-4X4 , oM-9x94 IB o rn01 I I - - ///////////// 3 5 M-4x6 IIM-9x4 �� t0 PR Opex, J, 1-10-09 b `� G11Nl�uV/phi fx 89200PE �r" JOB NAME : POLYGON 8056-A - BP5 _li° _ Scale: 0.40131le OREGON ''''��p�I,�' WARNINGS: GENERAL NOTES, unless otherwise noted 7, A_OREGON •Z 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameter.shown and Is for an kkbdual Truss: BP5 and Wamings before construction commences building component Applicability of design parameters and proper 1 2.2x4 compreasnn web bracing must be installed where shown« Design ration of component la the res rends to of me bulking eeslgner. �O �7 A ��,/� �'"� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom use ba to be laterally braced at A _ Y ,.s. is the responsibility of the erector.Additional permanent bracing of continu2'o.c.and el10'o.e.respectively unlace braced throughout male length by /IA �� {� DATE: 8/17/2017 ins overall structure is the responsibility of the build) designer. 20Impact budging orng such as plywood sheathlrcg(T shown+v SEQ. : 3 5 6 9 5 7 5 4.No load should be applied to any component until eller all bracing and 4.Intonation of truss h the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than. 5.Design Is be assumes trusses are toused in a non-conoaive environment, TRANS I D: LINK design loads be applied to any component and are for dry condition•of use. 5.CampuTrus hes no oontml over and assumes no responsibility for the S.Deslg assumes WA bearing al en supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication, necessary. lebu g,shipment and installation of components. 7.P sign assumes adequate drainege Is provided. August 1 7,20 17 8.This design Is furnished subject to the limitations set forth by S.Plates shell be located on both faces of truss,and placed so their center 9 TPIIWTCA In BCSI,copies of Mach will be furnished upon request Ilnea coincide with joint center Ones. MITek USA,InciCoer uTrus Software 7.8.8 1L E e Digits rsic indicatenelut r plateIninches. P ( 1 B. For basic caaleo plate In inc values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR • SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. 1 • WEBS: 2x4 KDDF STAND • Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF All connections and attachments of components to form TOTAL LOAD- 42.0 PSF the structural system for imposed seismic loading is 54-4x4 M-3x9 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) 1 2 Design assumes shear panel to align with verticals A LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. ee 111 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r 0I M-3x4 r n M-3x4 5 rn , 0 4 1� o rr 11111QQ f ////////////I -/ i 3 5 M-9x4 Mj-3x4 y `,t,, o PRO/Fs 1-10-04 ��,C�` ‘AGI NEE- -4, 11 89200PE r" JOB NAME : POLYGON 8056—A — BP6 � - Scale: 0.5014 a WARNINGS: GENERAL NOTES, unless othersse noted: 'TSG OREGON . 7.Suedes and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and M for an IndMduel �.s v Truss: BP6 and Warnings before canahudbn commences. building component.Applicability of design parameters and proper / L/ 14 �� 4 2.2z4 compression web bredng muse be Metalled where shown s. incorporation of component is Me responsibility of me building designer. 7 J' 3.Additional temporary bredng to'ilium stability during construction 2.Design assumes the tap end bottom chorda b be laterally braced al /�., h is the responsibility of the erector.Additional permanent bredng of 2'o.c.end et 10'o.c.respectively unless braced throughout their length M �`P R t O- `,J DATE: 8/17/2017 the swell structure le the responsibility of the build) designer. 20ngnucue ahgingi or such l b plywood air a when s and/or dryaell(BC). (� porn building 9 3.2z Imped bridging or lateral Orecirg required where shown e. SE K3 5 6 9 5 7 6 4.Na load should be applied to any 9amponent until alter all bracing and 4.Installation of was Is the responsibility d ilthe respective contractor. Q•' fasteners are complete and at no One should any loads greater than 5.Design assumes tmseee are to be used in a non-corrosive environment, and are for TRANS I D: LINK design bads be applied to any coMIp�unenn 8.Design assumes dury condition'. ibeatlng at all supporta shown.Shim or wedge H 5.ConpuTrus has no control over add assumes no responsibility for theEXPIRES; 12/31/2017 fabrication,handtln necessary. assumesr� .1 g.ad smaect to installation s components. T.plates adequate beth drainage la gross. August 17 r 20 1 7 6.This design is famished subject tithe limitations sal favi by 8.Plates shall be located on both totes of was,and placed so their cantor TPIM'TCA In SCSI,copies of which will be fumished upon request. lines coincide with joint center Mee. B.Digits Indicate size of plate In Inches. MiTek USA,Ino./COntpuTruc 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 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=(-347) 348 3-4=(-447) 947 3-1=(-1688) 1670 4-2=(-254) 233 BC: 2x4 KDDF 41&BTR SPACED 29.0" O.C. 1505 1-4= WEBS: 2x9 KDDF STAND (- ) 1504 LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. SON. 12 LL( 25.0)*DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC, UON. 12.00 7 DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -1660/ 1706V -464/ 464H 5.50" 2.73 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 10.3" -1656/ 1711V -464/ 464H 5.50" 2.74 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.$x3 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX TC PANEL LL DEFL - -0.007" @ 1'- 3.0" Allowed = 0.109" -/ MAX TC PANEL TL DEFL = -0.007" @ 1'- 2.3" Allowed- 0.163" 2 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - 0.001" 8 1'- 6.8" MAX HORIZ. TL DEFL - 0.001" @ 1'- 6.8" ICOND. 3: 250.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting i M-9x4 system and components and cladding criteria. 1 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. in wr 0 vo ti GI 0 pm�ee■ 3 ME EM4 M-3x4 7M-4x4 '\ ?NV PRpxfie iaGINErk. W, 1-10-04 �. 17 ti._...89200PE <' JOB NAME : POLYGON 8056-A - BP7 '�� Scale: 0.5967 1�!'.' ?r Cr WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual / y„ Truss: BP7 and Warnings before construction commences. buildingL+' w component.Applicability of design parameters and proper �� ^}ft I` 2.2x0 compression web bracing must be Installed where shown+. Incorporation of component is me reaponelblliry of the building desigrwr. I/y 14 l7 3.Additional temporary bracing to Insure stability during conalructlon 2.Design assumes the lop and bottom ban be laterally brecetl at (./ 0).. Is the responsibility of the erector.Additional permanent bradng of 2'o.°.and et 10'o.e.respectively plywood unless braced throughout Mak length by �� DATE: 8/17/2017 continuous sheathing such as pywooe aheathmg(TC)ewor drywan(BC). .47 ../:? the overall structure Is the responsibility or the building designer. 3.2x Impact bridging or lateral bracing required where shown t+ SEQ. : K3 5 6 9 5 7 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss h the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are for'dry condition"of use. 5.CompuTros hes no control over and assumes no responsibility for the S.Design assumes Ml bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary. 7.Design ashell bees adequate drainageaces o prodded. August 17,2017 8.TMs design is furnished essubjectof a to the Ilmiletio is set forth by 8.Plates shell be locales on both feces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines Wndde with Joint center Anes. 9.Digits Indicate else of plate In inches. MITek USA,Inc.ICompuTrus Software 7.6.8(1 L}E to.For basic connector plate design values see ESR-1371,ESR-198e(Wok) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x6 KDDE #1&HTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. 'COND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form 12 TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is 12.00 7 ',.• the responsibility of the engineer of record. • LL = 25 PSF Ground Snow (Pg) Design assumes shear panel to align with verticals M-1.$X3 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account 2 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g M-3x4 1 • 1 i 0i M-3x4 uo M-3x4 1_ LO 111111 . MM mum mijimmwermF 3 M-3x4 �y 0 PROFFS M-3x9 y y i>L7 ANG I N S '9 sfp2- 1-10-04 44 1 c'. 89200PE ��"" JOB NAME : POLYGON 8056-A - BP8 . IAP .' Scale: 0.9434 WARNINGS, GENERAL NOTES, unless otherwise noted. - OREGON "`G// 1.Builder and erection contractor shduld be advised of ell General Notes 1.This design is based only upon the parameters shown and le for an Individual �. Truss: BP8 and Warnings before construction Commences. building component.Appllcabinly of design peremeters and proper L�. tf(� y (�� 4 2.2x4 compression web bredng mutt be Insteded where shown+ Mcorporelbn of component la the responsibility of Me building designer. 7/ 1 V 4 3.Additional tem bracing to In stabilityduring cone 2.Design assumes the top and bottom chords to be laterally braced al (� temporary gIurs alebili construction 2'o.c.and a110'o.c.respectively unless braced throughout Meir length by v Is the responsibility of Me erector.Additional permanent bracing of connnnous sheathing such ea plywood sheathing(TC)andlor drywati(BC). /14Z7' R I o-. DATE: 8/17/2017 Me overall structure Is the responelbNty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 5 7 8 4.No load should be applied to any component until after all bradng and 4.Installation of imss Is the respanslibluty of the respeciNe contractor. fasteners are complete end el no tires should any loads greater Men 5.Design assumes busses ere to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for condition.9 a use.supportstie 5.CompuTrus has no control over and assumes no responsibility for the 6.Deal full bearing 1 all shown.Shim or wad If EXPIRES: 12/31/2017 aaary. fabrication,handling,shipment and Malenatian ofscomponents.by 7.Design assumes adequate drainage Issass.provided. August 17,2017 6.This design N burnished subject to Me limitations set forth by 6.Plates shall be located on both faces of Was,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 0.Digits indicate she of plate in inches. MITek USA,Ino./CompuTrus Software 7.8.8(1L)-E. 10.For basic connector pole design values see ESR-1371,ESR-1956(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ] TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 ]GOND. 3: 250.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is M-9x4 where shown; Jts:1-414-52 the responsibility of the engineer of record. /- -/ LL= 25 POP Ground Snow (Pg) I Design assumes shear panel to align with verticals -- I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. .i I ti j 6 0 4 I I I o 1 i co no I I 3 5 y 1-10-04 y �`,�' ° r n apss 89200PE -vI:- JOB NAME : POLYGON 8056—A BP9 ,, /--P" Scale: 0.4666 •� €� " WARNINGS: ,• cr- Builder and erection contractor should be advised of at General Notes G1.ENERAL NOTES,Is based only upon the parameeteers shown and is for an IndMduel O EGON Truss: BP9 ane Warnings before construction commences betiding component Applicability of design parameters and 7, „1._�J b' ` 2 Ix4 compression web bracing Incorporation of corn gresponsibility ng v/t 'T } -14 A A O� * p g must be Installed where shown toponenl te the responelbll al the bddlrg tleagner. / Y fw {{ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the and bottom chorea to be laterally braced at 0 Is the responsibility permanent g o r continuous end et 10'o.c.respectively unless braced throughout Melt aillB by M .�R10- DATE: pone ry of the erector.Additional t bradn ! continuous ridging such as plywood required sheathing(TC)and/or tlrywall(BC). "`"""/// 8/17/2017 the overall structure Is Me responsibility of the building designer. 3.3x impact bridging or lateral bracing ruiwhere shown++ SEQ. : K3 5 6 9 5 7 9 4.No load should be applied to any component until after all bradng 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“on-corrosive envbonment, designbads be applied to any t and are for"dry condition"or use. TRANS I D: LINK 5.Com uT us hes no control ye entl assumes no tee 8.Design assumes full bearing at at supporta shown.Shim or wedge if EXPIRES: D L S; r]j D jsy01 I p responsibility for the necessary. + L.X R E //J /( faberation,handing.shipment and installation of components. 7.Design assumes adequate drainage is prodded. August 1 7,201 7 B.This design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. uTrus Software 7.8.8 1 L-E S.Digits Indicate size of plate in inches. MITak USA,Inc./Com P ( ) to.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 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #138TR I LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. COND. 3: 250.00 PLF SEISMIC LOAD. i WEBS: 204 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PIP All connections and attachments of components to form TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is M-3x4 where shown; Jts:1-6 1 2 the responsibility of the engineer of record. LL = 25 PSF Ground Snow (Pg) — — I I Design assumes shear panel to align with verticals — — I I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 I I 6 1 4 .II b I I I I ///////////// 3 5 y ytilk..V0 PRQFF 1-10-04 �r`� �GINE s/p� 89200PE r JOB NAME : POLYGON 8056—A — BP10 _f/ / : . Scale: 0.5530 /'t WARNINGS: GENERAL NOTES, unless otherwise noted: "� OREGON *- 1 Builder and erection contractor should be advteed of all General Notes 1.This design la based only upon the parameters shown and la for an individual /_ Ito 1+r Truss: B P I O and Warnings before construction dammences. building component.Applicability of design parameters and proper a+'� -+7�Q a�le)�� 2 204 compression web bracing must'be Inetesed where shown+ incorporation of component is the responsibility of Be building designer. /O s Y 14 v 3.Additional temporary bracing to Insure stability during construction Z Design aswnes the lop end bottom chords to be laterally braced al [`� '7 Is the reeponaibON of the erector.Additional permanent bracing of 2'o.c and e110'o.c.such a plywoodly woods braced(TG)a d/Uel,length by !"j R I O- DATE: 8/17/2017 the overall structure Is there ti of the building desl continuous ridging or such as acing re air a when s and/or drywall(BC). aeons�BY g 9^e^ 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 5 8 0 4.No load should be applied to any component ung1 after all bracing end 4.Installation of trussuss the are responsibility besydof the a non-corrosive contractor. environment, fasteners are complete and at no Po11e should any loads greater than Design assumes and ere for'dry condition'of use. TRANS I D: LINK design beds be spelled to any component. 5,CompuTrua has no control over end assumes no responsibility for the 8.Design aysaumea all bearing at as supports shown.Shim or wedge If EXPIRES: 12/31/2017 necessarfabrication,handling,shipment end''installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 8.This design a furnished subject to Me limitations set forth by 8.Plates shell be located on both faces of Wes,end placed so their center 9 TPIM'TCA In SCSI,copes of which will be famished upon request. lines coincide with Joint center Anes. B.Digits Indicate size of plata in Indies. MITek USA,Ino./CompaTrno Software 7.8.8(1LYE 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" !COND. 2: Design checked for net(-5 psf) uplift ori 29 "oc spacin . TC: 2x4 KDDF 41&BTR LOAD DOAATION INCREASE = 1.15 P BC: 2x4 KDDF 916.BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Note:Truss design requires continuous TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF bearing wall for entire span UON. BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF All connections and attachments of components to form TOTAL LOAD= 42.0 PSF the structural system for imposed seismic loading is —M-9X9 M-3x9 the responsibility of the engineer of record. 1 2 /- LL = 25 PSF Ground Snow (Pg) -- J LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Design assumes shear panel to align with verticals in adjacent trusses. __ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note: Attachments as stated above must account BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP for the component overturning moment. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ti I 1 I14-4x4 'n , I I M-4xi II 1 . o 1 1 0 1 M m 1 1 __ 3 5 -M-4x4 M-3x4 ; ), .<i, a Plea fi4ss 1-10-04 w3NGIN �cq /q ti_.. 89200PE 9r' JOB NAME : POLYGON 8056-A - BPll /� Scale: 0.9635 _��1 ' 410i /'� WARNINGS: GENERAL, dNOTES, unless o the parameters Y. OREGON ��"A.. Truss• B P 11 I.Builder and erection contractor should be advised or all General Notes f This design is bases only upon the p esign p re mown and la for an individual and Warnings before construction commences building component Applicability of design parameters and proper 2.204 compression web bredng must be installed where shown 4. lncorporedon of component b the responsibility of the building designer /h q r 14 2�� 4 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at V 4 la the responslbilily of Be erector.Additional permanent bracing of z'o.c.and al 10'o.c.reapeouvaly unless braces throughout their length by �` R IO- DATE: 8/17 2 017 continuous sheathing.add as plywood sheathing(TC)and/or dryeall(ec). -�s ri fl / the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or Islami bredng required where shown++ SEQ.: K3 5 6 9 5 81 4.No load should be applied to any component until after at bracing end 4.Installation of boss Is the responsibility d 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 I D: LINK design loads be applied to any component. and are for`dry condition'of use. 5.Design assumes NII bearing at all supports shown.Shine or wedge It 5.CompuTnn has no control over end assumes no responsibility for theEXPIRES: 12/31/2017 fabrication,handling,shipment and Installation d components. nary um 8.This design is furnished subject to the limitations sal forth by e.Designlsassumes all be located o bothlfaceslo ttruss,eand placed so their center August 17,2017 TPIM7CA in SCSI,copies of which will be furnished upon request. lines ccindde with join center tines. MiTek USA,Inc./Com uTrus Software 7 7.8.8 L S.Digits indicate size of plate In inches. p ( )•E 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-03-12 GIRDER SUPPORTING 14-10-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF 416BTR 6-03-12 GIRDER SUPPORTING 27-10-00 ON TC 1-2=(-112) 160 4-5=(-256) 744 1-4=( -824) 202 2-6=(-1706) 482 BC: 2x6 KDDF #160TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-112) 160 5-6=(-256) 744 4-2=(-1706) 484 6-3=( -824) 202 WEBS: 2x4 KDDF STAND 5-2=( -150) 882 LOADING TC LATERAL SUPPORT <= 12"OC. UON. II LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT 0= 12"OC. UON. TC UN[F LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 3.8" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UN[F LL( 160.4)+DL( 129.1)- 289.5 PLF 0'- 0.0" TO 6'- 3.8" V 0'- 0.0" -713/ 2828V -198/ 198H 5.50" 4.52 KDDF ( 625) ( 2 ) complete trusses required.r') Attach 2 ply with 3"x.131 DIA GUN nails staggered: TC UN[F LL( 322.9)+DL( 219.6)= 542.5 PLF 0'- 0.0" TO 6'- 3.8" V 6'- 3.8" -713/ 2828V 0/ OH 5.50" 4.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8" oc in 2 row(s) throughout 206 top chords, REQUIREMENTS OF IBC 2015 ABS IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = -0.008" @ 3'- 1.9" Allowed - 0.270" AND BOTTOM CHORD LIVE LOADSDS AC ACT LIVE LOAD. TOP NON-CONCURRENTLY. MAX TL DEFL = -0.014" @ 3'- 1.9" Allowed= 0.360" `* For hanger specs. - See approved plans SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-01-14 3-01-14 MAX HORIZ. LL DEFL - -0.001" @ 6'- 0.2" T 1 1 MAX HORIZ. TL DEFL = 0.002" @ 6'- 0.2" M-3x6 7714-8x8 M-3x6 Design conforms to main windforce-resisting system and components and cladding criteria. 1 2 3 f f - 111111 ISI Wind: 140 mph, h-22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11 '. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m leil!�' 11111 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N co 0 0 1 w lD I, 4 ` 5 MEMM6 M-3x4 M-1.5x3 M-3x4 i b 1 y 3-01-14 3-01.1-14 . cpPRQpF y 6-03-12 y �; rAG]NEk• tS/�. [89200PE• ter. JOB NAME : POLYGON 8056-A - BX1 • Scale: 0.4076 Q 'Jr WARNINGS: GENERAL NOTES, unless otherwise noted: 7 0- ©N }�' z!✓ 1.Builder and erection contractor atmuld be advised of all General Notes 1.This design is based only upon the parameters shown and b for an kdMdu°I ' N /` Truss: BX 1 and Warnings before conshudbn commences. building component Applicability of design parameters and proper 4. 4,.ff 21� 2.204 compression web bracing mutt be Installed where shown t. Ai Incorporetton of component b the responsibility of the bulldrg designer. 7 V 3.Additional temporary bracing to Impure stability during construction 2.Design assumes the top end bo0em chords w be laterally braced M is the respondblN y of the ereclor.l Additional permanent bracing of 2'o.a and at 10'o.c.such a ply unless braced throughout r ch length). P R I _ - DATE: 8/17/2017 the oveoN structure Is the respon81bS0y of the building designer. 3.25 Impact bridging or lateral bracing required where shown•• SEQ.: K3 5 6 9 5 8 2 4.No load should be applied W any'component unity after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no Ilene should any loads greater than 6.Design assumes trusses are to be used in a n°ntonoelve environment, TRANS I D: LINK design wads be applied to any cdnponent. Dns gn assu°m es condition. rre•t supports wedge 6.ConpuTms has no control over and assumes no responsibility forme 9. °w' "'""°°^ '"° °"°°"°�"Shim°'w°° " EXPIRES; 12/31/2017 sooty. fabmtion,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,2017 S.TMssdesign is s furnished subject to the limitations set forth by 8.Plates°heli be located on both faces of Wes,and placed so their center TPINWICA In BCSI,copies of which will be furnished upon request lines coincide with(Dint center lines. 9.Digits Indicate size of plate In Inches. Musk USA,InoiColnpuTrusSoftware 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-01-04 GIRDER SUPPORTING 9-03-08 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR 6-01-04 GIRDER SUPPORTING 27-10-00 ON TC 1-2=(-112) 160 4-5=1-224) 602 1-4=( -796) 196 2-6=1-1430) 922 BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-112) 160 5-6=(-224) 602 4-2=1-1430) 424 6-3=( -796) 196 WEBS: 2x4 KDDF STAND LOADING 5-2=( -58) 476 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 6'- 1.3" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 91.1)+DL( 82.0)= 173.1 PLF 0'- 0.0" TO 6'- 1.3" V 0'- 0.0" -614/ 2379V -198/ 198H 5.50" 3.81 KDDF ( 625) ( 2 1 complete trusses required. TC SNIP LL( 322.9)+DL( 219.6)= 542.5 PLF 0'- 0.0" TO 6'- 1.3" V 6'- 1.3" -614/ 2379V 0/ OH 5.50" 3.81 KDDF ( 625) Attach 2 ply with 3'•x.131 DIA GUN nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "01 spacing. 8" oc in 2 roams) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 raw(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX LL DEFL = -0.006" @ 3'- 0.6" Allowed = 0.259" '"* For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.011" @ 3'- 0.6" Allowed= 0.346" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-00-10 3-00-10 MAX HORIZ. LL DEFL - -0.001" @ 5'- 9.8" -1 - ' MAX HORIZ. TL DEFL = 0.001" @ 5'- 9.8" M-3x6 -M-8x8 M-3x6 Design conforms to main windforce-resisting 1 2 3 system and components and cladding criteria. �, Wind: 140 mph, h-22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, "Jill (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1-6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, N N O o I f 4 taxi 5 ,ITT 6 -/ M-3x9 M-1.5x3 M-3x4 b y y 3-00-10 3-00-10 y y �� cp PR QpFs15' 6-01-04 :9200P_ �v" JOB NAME : POLYGON 8056-A - BX2 Scale: 0.4076 U. /...... IIII W iNGS: O.This design unless ,,the ise parameters 74- 4/OREGON -.'^4. 1.Builder andmin erection contractor should be advised of all General Notes 1 This deelgn le based only upon the parameters shown and prop an individual h Truss: BX2and Warnings before construction commences. building component.Applicability Y p App/ tyol design parameters and propert 2 204 compression web bradng must be Installed wham shown Incorporation of component Is IM responsibility of the building designer. <0 ,a 4 2- �- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at [l r G la the respans@Ility of the erecta.Additional permanent bracing of Y o.c.end e110'o.c.respectively unless braced thrcughoul their length by �F�R 10,- DATE: 8/17/2017 responsibility of the building designee imp oue sheathing such as plywood required irg(Tct and/or drywall(SC). -"/ n O the overall structure is the re iba3.25 Impact bridging or lateral bracing where shown<< SEQ. : K 3 5 6 9 5 8 3 4.No bad should be applied to any component unto after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes busses are b be used in a nancormeNe environment, TRANS I D: LINK design loads be applied to any epmponenI end are for'dry cora tion'of use. 5.CompuTms has no control over and assumes no responsibility for the 5.Design assumes AN bearing at all supports shown.Shim or wedge if newssary. EXPIRES: 12/31/2017 fabrication,handling,shipment subject installation ofcomponents.rite. 7.Design assumes adequate drainage Is provided. August 17,2017 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coindde with Joint center Anes. 9.Digits Indicate size of plate in Indies. MTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For beak connector plate design values see ESR-1311,ESR-1835(MOW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, M7-10,(Dir), TOTAL LOAD= 42.0 POP load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 '�. 6-00 T T 1' 12 12 IIM-4x4 12.00 7 3 N12.00 11 111111111111111111L . r 2 -/o 1 f I 0 co 1 M-3x4 M-3x4 y y b b ��' ,C) PROF:cs 1-00 12-00 1-00 �c.3.,. ,.�, '-' , s/01, c89200PE r JOB NAME : POLYGON 8056-A - Cl _ '"� • r Scale: 0.3932••' WARNINGS: GENERAL NOTES, unless otherwise noted OREGON �� 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an kdMdual "7� A_ ' Truss: Cl and Warnings before construction commences. Wilding component Applicability of design parameters and proper -% 2.2s4 compression web bredng must be installed where shown+. 2.Deign esaunmea the lisp anof d sbotiom chmdsthe ito be laterlity of the ally b braced at , signer. fa • 1(� 2 ��` 3.Additional temporary bracing to insure stability during construction 2'o.c.and at IM o.c.respectively unless braced throughout their length by (7` Is the responsibility of the erector:Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). MFR(R I Lk- DATE: 8/17/2017 the overall structure Is the responObIllty d the building designer. 3.28 Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 5 8 4 4.No bad should be applied to any component until after all bracing end 4.Installation of truss Is the respondblRy of the respective contractor. fasteners are complete and at no thee should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, design beds be applied to any component. end are for'dry condition•of use. TRANS I D: LINK 5.CompuTnls has no control over and assumes no responsibility for the 8.De sign assumes fell bearing at ea supports shone.Shim or wedge 11 EXPIRES: 12/31/2(117 ry { I fabrication,hanging,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,2017 6.This design Is furnished subject lu the limitations set forth by 8.Mates shall be located on both feces of buss,and placed so their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with John center lines. S.Digits Indicate size of plate In inches. MiTek USA,InciCorrlpuTrus Software 7.6.8(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1558(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-11) 301 6-3=(0) 290 BC: 2x9 KDDF k16BTR SPACED 29.0" O.C. 2-3=(-504) 108 6-4=(-11) 301 WEBS: 2x9 KDDF STAND 3-4=(-504) 108 LOADING 4-5=( 0) 80 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 Ply TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) i LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -86/ 658V -153/ 153H 5.50" 0.99 KDDF ( 625) 12'- 0.0" -86/ 618V 0/ OH 5.50" 0.99 KDDF ( 625) 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 LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" I 6-00 6-00 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" I T 'r l' MAX LL DEFL - -0.002" @ 13'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 13'- 0.0" Allowed- 0.133" 12 12 M-4x6 MAX TC PANEL LL DEFL - 0.156" @ 8'- 9.9" Allowed= 0.525" I 12.00 12.00 MAX TC PANEL TL DEFL - 0.373" @ 8'- 9.5" Allowed 0.787" I 3 9 O" SEASONED LUMBER IN DRY SERVICE CONDITIONS P�"`` MAX HORIZ. LL DEFL = 0.003" @ 11'- 6.5" T Y1111 MAX HORIZ. TL DEFL = 0.009" @ 11'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. o m i f PIIIIIIIIIIIIMIlliI �I to trt o / .s- 6 =�. �o I o 1 M-3x4 M-1.5x3 M-3x4 O b 1, 1- 6-00 6-00 6-00 °) ,t'y 1-00 b 12-00 y 1-00 b ..., N ,IN,'k w '� 89200PE vt.. JOB NAME : POLYGON 8056-A - C2 Scale: 0.3932q� 46.1, • ir WARNINGS: GENERAL NOTES, unless otherwise noted: -7I O b E/'sO I * �/i.. 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 V 1't.C�7 V�V Vu "(/ Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown 0. Incorporation d component Is els roaponswsfy of the budding designer. �/"s q' 4 ,4� �-�.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords b be laterally braced et �./ is the responNbiety of the erector.Additional permanent bracing of VW 2'o.c.and sheal 10'thing o.c.such a vply wood s bated(TC) out r dryeir NI(Bength). 4/k.' /?R 4 L- DATE: 8/17/2017 the overall structure Is H,.responsibility lire deal mer. continuous sheathing each as plywood tired sheathing(TC)and/or drywall(BC). ofbuilding 9 3.Px Impact bridging or lateral bracing required where shown•• SEQ.: K3 5 6 9 5 8 5 4.No load should be applied to any component until after all bracing and 4.Inetallatbn of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID. LINK design loads be applied to any component. end we fodry conditionmase. 5.CompuTms has no control over and assumes no responsibility for the 8.r�rece assumes fug bearing el all supports shown.Shim or wedge ifEXPIRES: 12/31/2017 sary." fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 5.TMs design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end pieced so their center TPI9TCA In SCSI,copies of which nil be furnished upon request lines colndde with Joint center lines. MITek USA,IncfCompuTrus Software 7.8.8(1L}E 1o.Digits ibasicicoconnelctor pf late plate gdroe design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1-2=(-987) 257 1-5=( -46) 289 5-2=(0) 220 2x6 RODE #15510 T2 SPACED 24.0" O.C. 2-3-( 0) 0 5-6=( -46) 285 BC: 2x9 KDDF #16BTR 2-4-1-996) 138 6-9=(-163) 312 WEBS: 204 ROOF STAND; LOADING 9-7=( 0) 0 2x8 KDDF STAND A LL( 25.0)+IL) 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL= 25 PSF Ground Snow (Pg) 0'- 0.0" -119/ 540V -149/ 878 5.50" 0.86 KDDF ( 625) 11'- 3.5" -376/ 357V 0/ OH 134.50" 0.57 KDDF ( 625) NOTE: 2x9 BRACING AT 24" OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 9.6" -83/ 395V 0/ OH 134.50" 0.55 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 16'- 1.0" -8/ 16V 0/ OH 0.00" 0.00 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Full height blocking is required at right bearing M-1.5x4 or equal at non-structural vertical members (uon). 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 Unbalanced live loads have been MAX LL DEFL - 0.000" @ 0'- -3.0" Allowed = 0.100" considered for this design. 11-01-0812-04-08 MAX TL DEFL= 0.000" @ 0'- -3.0" Allowed = 0.133" l l f MAX TC PANEL LL DEFL= -0.053" @ 2'- 8.6" Allowed = 0.466" 5-09-11 l 5-03-13 12-09-08 MAX TC PANEL TL DEFL= 0.106" @ 8'- 9.8" Allowed = 0.790" ,r !1M-Gx4+,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 I3 MAX HORIZ. LL DEFL = 0.003" @ 16'- 1.0" ,I�� MAX HORIZ. TL DEFL = 0.004" @ 16'- 1.0" 12.00 / NOTE:Design assumesmoisture content does not exceed 19% at time of manufacture. m Design conforms to main windforce-resisting v1 system and components and cladding criteria. 0 u1 Wind: 140 mph, h-16ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-9X6 12.00 Truss designed for wind loads in the plane of the truss only. 4441111111 illillilL 00 M-2.5x9 or equal at non-structural diagonal inlets. Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. n9 oo l0 1 'M-9x9 M-3x6 ''8-9x9 M-3x4+(S) a F,�),,o) PROF4- J, b M-3x4+ b b NO,IN, � `r6) �C�� 5-09 5-06-08 4-09-08 6-05 + 'Thh .1,, y 16-01 ' C 89200PE JOB NAME : POLYGON 8056-A - D1 �, Scale: 0.2327 y OREGON 1*�-- 4i WARNINGS: - GENERAL NOTES, unless athenwise noted: ♦N 1.Builder and erection contractor should be advised of all General Notes 1.Thio design Is based only upon the parameters shown and is for an individual or' 7 y A Q` �� Truss: D1 and Wemings before construction commences. building component.Applicability of design parameters end proper V 1 G 2.2x4 compression web bracing mus be Installed where shown+. Incorporation of component is the responsibility of the building designer. II� � �� 3.Additional temporary bracing to Ins rre stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'vf 2'oz.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing o! contiDATE: 8/17/2017 the overall structure Is the res N9 9 3.2x Imes act brld in sheathinguous lateral brasuch as cing required a where shown+)and/or arywall(BC). pon.bin of the building sea nen. p g gor rg required where shown++ SEQ. : K3 5 6 9 5 8 6 4.No toed should be applied to any caImponenl until after all bracing and 4.installation of trues Is the reeponsibllity of the respective contractor. fasteners are complete and et no tie ehoutd any loads greater then 5.Design assumes hisses are robe used Ina noncorrosive environment, EXPIRES: 12/31/2017 TRANS ID: LINK design loads be applied to any component 5.oda n e�eamea kdi le e of !tit use. se 5.Compuirus hes no 00051 over and assumes no responsibility for the necessary. g a supports shown.Shim or wedge it labdcassn,handing,shipment and installation of components. August 17,2017 7.Design hassumes adequate drainage is truss, d. and This design is furnished subject to Me limitations sal forth by 8.Plates shell be located on both feces of Iruss,and placed so their center TPIM'TCA Si SCSI,copies of which will be furnished upon request. Ilan coincide with Joint center linea. 9.Digits Indicate else of plate in Inches. MiTek USA,Inc/CompuTrus Software+7.6.8-SP2(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'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-(-478) 117 1- 7=(-131) 385 7- 2-) 0) 272 BC: 2x4 ROOF #1&BTR SPACED 24.0" 0.C. 2- 3-(-123) 168 7- 8-(-132) 383 2- 8=(-492) 278 WEBS: 2x4 HOOF STAND; 3- 4-( -62) 156 8- 9-( -50) 211 3- 8=(-337) 99 2x4 DF STAND A; LOADING 4- 5-(-410) 116 9- 5-( -49) 212 8- 4-N427) 285 2x6 OF SS B LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-( 0) 80 4- 9=( 0) 233 DL ON BOTTOM CHORD= 10.0 PSF TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -78/ 968V -287/ 281H 5.50" 0.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 6.2" -169/ 988V 0/ OH 5.50" 1.58 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 22'- 6.0" -77/ 566V 0/ OH 5.50" 0.91 KDDF ( 625) "" For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:1,8,5t 11-01-08 11-04-08 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. f T f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11 5-02-08 5-07-04 5-09-04 MAX LL DEFL= -0.002" @ 23'- 6.0" Allowed - 0.100" T T f T T MAX TL DEFL- -0.003" @ 23'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL= 0.017" @ 2'- 8.6" Allowed 0.484" 12 M-9x6 12 MAX TC PANEL TL DEFL = 0.082" @ 2'- 8.5" Allowed = 0.726" 12.00 7 N 12.00 MAX TC PANEL LL DEFL = -0.046" @ 13'- 6.4" Allowed = 0.504" 4.0" MAX TC PANEL TL DEFL = 0.079" @ 13'- 6.4" Allowed = 0.757" 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS fq MAX HORIZ. LL DEFL = 0.006" @ 22'- 0.5" MAX HORIZ. TL DEFL= 0.008" @ 22'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-16ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 M-3x9 11(1111 • o`,>v m m o o eco1 .: 7 g- 9 o -M-4x4 M-1.5x3 0.25" M-1.5x3 \/M-4x9 • to M-5x8(5) ��Ed PR0F4... y 5-09-04 y 5-09 y 5-04-04 y 5-07-08 y ,�,�G�NF9 /0.,0,�'' b 22-06 1-00 X920 JOB NAME : POLYGON 8056-A - D2 / St � Scale: 0.2347 * OREGON 4/ WARNINGS: GENERAL NOTES, unless otherwise noted 7P`." Y d\t* `I� 1.Solider and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is bran Individual IO 7 A v` �Y.. Truss: D2 and Warnings before contraction commences. bedding component.Applicability of design parametere and proper (j 4 1 2.254 compression web bracing must be Installed where shown a. Incorporation of component b the responsibility of the building designer. 3.Additional tempoee,y bracing to Insure stability dieing constrecuse 2.Design assumes the top and bottom chorda to be laterally braced at F?("j l 1 is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.e.respectively unless braced throughout Meir length by ii''j�flit 4• DATE: 8/17/2017 the overall structure la the responsibility continuousIpactsheathingin5,suchr as plywood aired where)ownand+ir srywan(ec>. w. ty of the building designer 3.25 Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 5 8 7 4.No bad should be applied to any component until after all bracing and 4.Installation of tress is the responsibility of the respect'.contractor. fastener.are complete and at no time should any bads greater than 5.Design assumes hisses are to be used in a non-corrosiveenWronment, EXPIRES: 12/31/2017 TRANS I D• LINK design roads be applied to any component end are for•dry ration'of use. 5.CompuTnre hes no control over and assumes no responsibility for the 8.Design assumes full bearing et ell supports shown.Shim or wedge if August 17,201 7 ..or, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is proWded. 6.This design N famished subject to the limitations set forth by 8.Plates shall be bested on both faces of truss,end placed so their center TPI/INTCA in SCSI,copies of which will be fumishhed upon request. Ness coincide with(pint center(lees. 9.Digits Indicate size of pleb in Inches. MITek USA,Inc.iCompuTrus Software 07.6.8-SP2(1 L)-E 10.For basic connector plate design values see ESR.131 I,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 22-06-00 GIRDER SUPPORTING 9-03-08 FROM 0-00-00 TO 6-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR 22,06-00 GIRDER SUPPORTING 14-00-00 FROM 13-00-00 TO 22-00-00 1- 2=(-1478) 244 1- 6=1-228) 920 1- 2=(-1478) 244 4- 8=1-178) 1148 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=1 -90) 324 6- 7=1-226) 906 6- 2=1 -356) 1934 WEBS: 204 KDDF STAND 3- 4=1 -54) 364 7- 8=1 -56) 544 2- 7-(-1582) 492 I LOADING 4- 5-1 -902) 124 8- 5=1 -54) 552 3- 7=1 -618) 86 TC LATERAL SUPPORT 0= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 7- 4=1-1084) 378 BC LATERAL SUPPORT u= 12"OC. UON. TC UNI LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 6.0" V BC UNI LL( 91.1)+DL( 82.0)= 173.1 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA ( 2 ) complete trusses required. Attach 2 ply with 3"0.131 DIA GUN BC UNI LL( 0.0)+DL( 20.0)= 20.0 PLF 6'- 0.0" TO 22'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNI LL( 150.0)+DL( 102.0)= 252.0 PLF 13'- 0.0" TO 22'- 0.0" V 0'- 0.0" -256/ 1542V -279/ 279H 5.50" 2.47 KDDF ( 625) nails staggered: 11'- 6.2" -1509/ 6362V 0/ OH 5.50" 10.18 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, ADDL: BC CONC LL+DL= 355.0 LBS @ 7'- 0.0" 22'- 6.0" -220/ 1408V 0/ OH 5.50" 2.25 KDDF ( 625) 9" oc in 2 row(s) throughout 208 bottom chords, ADDL: BC CONC LL+DL= 1940.0 LBS @ 9'- 0.0" 9" oc in 1 row(s) throughout 2x4 webs. ADDL: BC CONC LL+DL= 1940.0 LBS @ 11'- 0.0" (PROVIDE FULL BEARING;Jts:1,7,51 +* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ALL CONCENTRATED LOADS REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, T1,-1/180MUST BE EQUALLY DISTRIBUTED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL - 0.010" @ 5'- 10.4" Allowed - 0.542" TO EACH PLY OF THE TRUSS. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.021" @ 5'- 10.4" Allowed= 0.722" MAX LL DEFL = -0.010" @ 16'- 9.4" Allowed= 0.515" MAX TC PANEL TL DEFL = 0.021" @ 13'- 5.9" Allowed= 0.743" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11-01-08 11-04-08 MAX HORIZ. LL DEFL = -0.002" @ 22'- 0.5" '� T MAX HORIZ. TL DEFL = 0.005" @ 22'- 0.5" 6-00-02 5-01-06 5-06-02 5-10-06 1' '( 1' T 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 12.00 F N 12.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 W-4. load duration factor=l.6, Asoks Truss designed for wind loads in the plane of the truss only. M-3x122 M-3x6 • M-1.5x3 M-5x16 o M-8x14 M-3x8 0.25" M-1.5x3 to +3s#1+1940#)+ 940# '.,, y y �'�� ,IN OFF619 III y 5-10-06 y 5-07-14 MI5-03-02 5-08-10 : C� �6. 0 y 22-06 y $9200PE �� JOB NAME : POLYGON 8056-A -I D3 ' '"..... Scale: 0.1874 •��..' le WARNINGS: I GENERAL NOTES, unless otherwlse noted OREGON 4.4.1 1.Builder and erectton contractor e ld be advised of all General Notes 1.This design H based only upon the parameters shown and Is for an Individual to �(�,V Truss: D3 and warnings before constructions mencea building component Applicability of design parameters end proper �f �7 �^�µ ` 2 2x4 compression web bracing mutt be Installed where shown incorporation of component Is them ponalblliry of the build ng designer. _7 Y 'A V t 2.Design assumes the top and bottom chorda to be laterally braced at Y ('L 3.Additional temporary bracing to In urn stability during construction 7 o.c.and at 10'o.e.respectively unless braced throughout(heir tough by �,J is the responsibility of he erecta. ddlttonal permanent biasing of continuous"heeling such as plywood abeethlng(TC)and/or drywell(BC). R' R``�. DATE: 8/17/2017 the overall structure is the respon ib9lty or the building designer. 3.20 loped bridging or lateral bracing required where shown 0+ SEQ. : K3 5 6 9 5 8 8 4.Ne load should be applied to any mponenwntil after all bracing and 4.Installation of truss Is the responsibility of he respective contractor. fasteners are complete end at no ma should any loads greater hon 5.Design assumes trusses are to be used in a nomoorrosive environment, TRANS I D• LINK dssign leads be applied to any co pollen. and are tot dry conditionof sae. 5.CompuTnn has no control over aOd assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: V P f R E Cv: 17/31/2017 fabrication,handling,shipment anti installation of components. 7.Design ssumes adequate drainage is provided. 201 fl L�7 t!! i7 8.This design b furnished subject Id he limitations set forth by 8.Plates shall be boated on both faces or truss,and placed so their center August 17,2017 TPI1WTCA in BCS(,capias of whiph will be furnished upon request. lines coincide with joint canter lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF 411&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 -398) 110 11-13=1 -6) 22 11- 1=1 -664) 144 5-17=(-1636) 390 BC: 2x6 KDDF 111&BTR SPACED 24.0" O.C. 2- 3=( -402) 110 12-14=( -174) 122 11-12=1 -160) 160 17- 6=1-6602) 1184 WEBS: 2x4 KDDF STAND 3- 4=1 -604) 3370 14-15=1 -174) 122 1-12=1 -156) 732 6-18=1 -306) 2276 LOADING 4- 5=1 -602) 3354 16-17=1 -72) 12 13-12=1 0) 66 18- 7=(-2908) 570 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -716) 3856 17-18=1 -380) 1974 12- 2=1 -742) 192 7-19=1 -78) 894 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=1-2928) 532 18-19=1 -972) 5284 12- 3=( -154) 644 19- 8=1 -310) 132 TOTAL LOAD = 42.0 PSF 7- 8=1-5876) 1044 19-20=(-1112) 6086 14- 3=( 0) 490 8-20=1-1346) 294 M-1.5x3 where shown; Jts:2,4,10,13-14,16 8- 9=(-4996) 890 20-21=1 -818) 4428 3-15=1-3574) 642 20- 9-1 -134) 1366 --/./-- ( 2 ) complete trusses required. LL = 25 PSF Ground Snow (Pg) 9-10=1 -50) 60 16-15=( -222) 20 9-21=1-5058) 908 ADDL: TC UNIF LL+DL- 96.0 PLF 0'- 0.0" TO 49'- 1.5" V 15- 4=( -430) 114 21-10-( -466) 122 Attach 2 ply with 3"x.131 DIA GUN ADDL: BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 49'- 1.5" V 15- 5=( -190) 842 nails staggered: 15-17-1-3908) 730 \\j 9" oc in 2 row(5) throughout 2X6 top chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL /x\/�'\ 9" oc in 2 row(s) throughout 2x6 bottom chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9" oc in 1 row(s) throughout 2x4 webs. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -140/ 735V -98/ 98H 4.00" 1.18 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 10.3" -1156/ 6510V 0/ OH 5.50" 9.75 KDDF ( 625) 49'- 1.5" -539/ 3071V 0/ OH 5.50" 4.91 KDDF ( 625) PROVIDE FULL BEARING;Jtsl11,17,211 '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 = 0.009" @ 8'- 0.8" Allowed = 0.765" MAX TL DEFL - -0.020" @ 8'- 0.8" Allowed = 1.019" MAX LL DEFL - 0.106" @ 32'- 5.0" Allowed = 1.629" MAX TL DEFL = -0.252" @ 32'- 5.0" Allowed - 2.172" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - -0.023" @ 48'- 10.0" MAX HORIZ. TL DEFL = 0.053" @ 48'- 10.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 2-02-04 5-10-08 5-10-08 1-09-04 6-10-05 6-06-13 6-06-13 6-06-13 6-10-05 . T T T T 1' T T T T M-7x6(S) M-7x6(S) M-3x4 M-4x8 0.25" M-4x8 0.25" M-3x4 M-3x8 1 2 3 4 5 ), 6 y 7 8 9 10 , . a fFa we \ \/ , o . + /140... i v. '12 14 t` 15' WI.4 iE 11 13 0 0 16 n17 1820 47 M-3x4 to to=M-8x8 M-5x12 =M-4x4 0.25"19 M-3x9 M-3x8 =M-8x8 M-7x6(S) 1 b ), l b > l ), l �'j�.E d ��scS' k02-0 y 5-10-08 5-10-08 y1-11 8-04-04 8-02-08 8-02-08 8-06 y �Cr�\C �1,GINE /,1:..., y2-04 11-05-08 35-04 y .9 49-01-08 `c" 89200PE- r- JOB NAME : POLYGON 8056-A - El _I Plr/_.'0.7 Scale: 0.1377 . 4' ' 10 rt. 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 k la an individual V' Truss: El and Warnings before construction commences. building component.Applicability of design parameters end proper A (� 2.2x4 compression web bracing must be installed where shown't. incorporation of component h the responsibility of the bulking designer. t') "7 Y A 1,1. �",'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chards to be laterally braced at V Y b the responeibIay of the erecta.Additional permanent bracing of 2'oc.continuous and at 10'hin such as ply unless Mated throughout shown Meir length). �[�.�R 10- is : 8/17/2017 the overall Nastsnra is the responsibility I Me building designer. aanunaoue shealhmg such as plywood an.amine(Tc)and/or dry«an(Bc). (,• epona ry o g3.2x Impact bridging or lateral bracing required where shown•* SEQ.: K3 5 6 9 5 8 9 4.No load should be applied to any component until after all bracing and 4.Installation of trues la the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes hisses are to be used m a non-oormeivo environment, TRANS I D• LINK design keds be applied to any component and are for'dry conditionof use. 5.CompuTrua has no control over end assumes no responsibility/or the 6.Design assumes full bearing at all supports shown,Shim or wedge if EXPIRES: 12/31/2017 n/31/201 7 fabrication.handling. emery' .IG1 a7 Ll� / edipmenlantl thelimiatioof components. T.Parotin assumesaded on 4.NIs 6. Platesshall latae al truss,and placed so Meir canter TPIAVTCA In SCSI,copies of which will be furnished upon request lines colndde with Joint center lines. 9.Digits Indicate she of plate in Inches. MITek USA,Inc./CompuTrus Software 7.8.8014-E 10.For basic connecior plate design values see ESR-1311,ESR-1968(Weal This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -123) 132 10-12=1 -6) 7 10- 1=1 -243) 103 14-16=(-1079) 391 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -124) 133 11-13=1-207) 195 10-11=1 -251) 261 5-16=( -904) 474 WEBS: 2x4 KDDF STAND 3- 4=( -289) 892 13-14=1-207) 195 1-11=( -94) 234 16- 6=(-2189) 669 LOADING 4- 5-1 -290) 892 15-16=1 -5) 3 12-11=( 0) 37 17- 6=( 0) 338 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -379) 1047 16-17=1-279) 805 11- 2=1 -286) 173 6-18=( -275) 919 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1559) 575 17-18=(-279) 805 11- 3=( -161) 268 18- 7=( -365) 250 TOTAL LOAD = 42.0 PSF 7- 8=(-1350) 504 18-19=1-518) 1539 13- 3=( 0) 291 7-19-1 -272) 101 M-1.5x3 where shown; Jts:2,4,9,12-13,15,17 8- 9=( -87) 95 19-20=(-453) 1307 3-14=(-1045) 394 19- 8=1 0) 462 LL = 25 PSF Ground Snow (Pg) 15-14=( -65) 0 8-20=1-1607) 504 •* For hanger specs. - See approved plans 14- 4=( -99) 64 20- 9=1 -217) 129 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 14- 5=1 -231) 473 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -57/ 271V -155/ 155H 4.00" 0.43 KDDF 1 625) 15'- 10.3" -311/ 2638V 0/ OH 5.50" 3.95 KDDF ( 625) 49'- 1.5" -146/ 1218V 0/ OH 5.50" 1.95 KDDF 1 625) PROVIDE FULL BEARING;Jts:10,16,201 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 1 MAX LL DEFL- 0.011" @ 8'- 0.8" Allowed= 0.765" MAX TL DEFL- -0.016" @ 8'- 0.8" Allowed- 1.019" MAX LL DEFL = -0.084" @ 32'- 6.8" Allowed = 1.629" MAX TL DEFL- -0.140" @ 32'- 6.8" Allowed- 2.172" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.031" @ 48'- 10.0" MAX HORIZ. TL DEFL = 0.046" @ 48'- 10.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads 2-02-04 5-10-08 5-10-08 1-09-04 8-05-02 8-05-02 8-03-06 8-03-06 in the plane of the truss only. , T T T i' T T 1 1 M-7x6(S) M-7x6(S) M-3x4 M-3x8 0.25" M-3x12 0.25" =M-4x4 1 2 34 5 ), 6 7 8 9 _/ B ....N.: . .1 C\4/ . co cc C I O O to to r f- ell 13 r 14 e a r 10 12 00 15 16 17 18 19 .$0 M-3x4 Io to M-5x8 M-3x12 0.25" M-3x4 =M-4x4 M-5x8 M-5x6(S) y ), y ), i, y y y y 4.-f11"‘ ' P R QP�`�<n 2-02-04 5-10-08 5-10-08 y1-11 8-03-06 8-01-10 8-03-06 8-06-14 y Co �,'' /0 y2-04 11-05-08 35-04 y V�" pc:c 49-01-08 �' 89200PE v JOB NAME : POLYGON 8056-A --- E2 �i ,.� -`"' Scale: 0.1377 `� WARNINGS: GENERAL NOTES, unless When/else noted: y 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 Indodual 4/- Truss: E Z and WarMngs before construct on commences. building component.Appllcabihly of design parameters and proper L�,}"a� ./A 1tµ �^� 2.204 compression web bracing must be Metalled where shown•. 2,Design assumes the rporation of top end bottom choMsonent Is the ilo be laterally lity of Ihebuilding brecod at pnx �/ +"� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by �`* Is the responsibility of the erector.,Wdlilonal permanent bracing of continuous sheaming such as plywood sheathing(TC)and/or drywall(BC). �G��A�.�� DATE: 8/17/2017 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown•• S E K 3 5 6 9 5 9 0 4.No toed should be applied to any cbnponent until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and el no Wee should any loads greater then 5.Design assumes Busses are to be used in a non-cartodve environment, design loads be applied to any component. and are for•dry condition.of use. TRANS I D: LINK 5.compurrus has no control over and assumes no responsibility for ma 6.Design assumes run bearing at an supports shown.shim or wedge If EXPIRES 12/31/2017 fabrication,handling, necessary. .I isshipmentient to eImiaisens components.by 7.PtaDees shall scateon both to truss, August 17r2017 8.This design is famished aub)ed Ne limitations set forth 8.Pietas shell be located on bath faces of trues,and pieced so their center TPIM'TCA in SCSI,copies of which will be furnished upon request lines coincide with Mint center tines. 9.Digits indicate sloe of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MHek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x6 MODE 815BTR; LOAD DURATION INCREASE = 1.15 1- 2-( -260) 132 1-13-(-413) 272 2-13-(-192) 317 19-20=(-1051) 603 2x4 KDDF #16BTR Ti SPACED 24.0" O.C. 2- 3=( -440) 383 13-15=( -25) 17 2-14-(-341) 249 7-20-( -532) 615 BC: 2x4 KDDF d1&OTR 3- 4=( -503) 509 14-16=(-275) 110 13-14=(-474) 312 20- 9=(-1933) 611 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -377) 438 16-19-(-524) 262 3-14-(-194) 261 9-21-1 -91) 867 2x4 KDDF STUD A LL( 25.0)001) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -574) 1010 17-18=) 0) 0 15-14=) 0) 16 21-10-) -848) 291 DL ON BOTTOM CHORD - 10.0 PSF 6- 8=( 0) 0 18-20=) -24) 9 14- 4-1-630) 590 22-10-( 0) 384 TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7-( -450) 886 20-21=(-123) 626 4-16=(-324) 299 10-23=) -295) 63 BC LATERAL SUPPORT <- 12"OC. UON. 7- 9=( -464) 858 21-22=(-339) 1266 16- 5-(-154) 453 23-11-( 0) 519 LL = 25 PSF Ground Snow (Pg) 9-10-( -782) 226 22-23-(-339) 1266 5-19=(-623) 410 11-24=(-1456) 376 10-11-(-1147) 400 23-24=(-332) 1058 18-19=(-238) 0 24-12=( -215) 128 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -119) 131 19- 6-(-129) 81 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 19- 7=(-363) 127 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:4-5,7,11,13,16,21,23-24 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -21/ 245V -105/ 291H 5.50" 0.39 KDDF ) 625) 5* For hanger specs. - See approved plans 15'- 10.5" -377/ 2718V 0/ OH 5.50" 4.07 KDDF ( 625) 49'- 1.5" -177/ 1273V 0/ OH 5.50" 2.04 KDDF ( 625) (PROVIDE FULL BEARING;Jts:1,20,241 ICOND. 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 = 0.028" @ 2'- 2.2" Allowed- 0.759" MAX TL DEFL - 0.023" @ 2'- 2.2" Allowed = 1.012" MAX LL DEFL = -0.071" @ 32'- 5.1" Allowed = 1.628" 0-01-07 MAX TL DEFL = -0.115" @ 32'- 5.1" Allowed- 2.171" fSEASONED LUMBER IN DRY SERVICE CONDITIONS 15-10-03 33-03-05 MAX HORIZ. LL DEFL = -0.038" @ 48'- 10.0" 'f MAX HORIZ. TL DEFL = 0.045" @ 48'- 10.0" 0-09 4-04 0-06-08 8-01-14 8-05-01 1-05- 4-02-09 f f 4-05-07 ff f 8-05-01 f f 8-03-05 Design conforms to main windforce-resisting 1' T T T T . T f T T system and components and cladding criteria. 15-08-04 Wind: 140 mph, h=23.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, -1 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 -M-8x8(S) load duration factor-l.6, 6.00 End vertical(s) are exposed to wind, Truss designed for wind loads M-4x661 M-3x6 0.25" 11 M-1125x3 in the plane of the truss only. y- 5 /041,Lii. r1A o M-1.5x3 + o 1 M-3x62 3 /� co 1111/IPIN(:\S‘ 1 _.atls4 16 " o 1 13 o O 17�18 20 21 � 23 *@4 M15-3x6 1 i -1.5x3 0.2g M-5x8 M-1.5x3 M-5x8 M-4x8 M-5x6(S) CO PRQF 1-05- 6-05-02 5-02-02 y 0 8-05-01 8-01-09 8-01-09 8-06-13 y c.�C3- NGI NSF -7 y J-2-04 11-os-08 y , 35-04 1 ,, ryry y 14-10-12 1-01-04 34-02-12 i9GQ0PE �'i'•� J• 49-01-08 JOB NAME : POLYGON 8056-A - E3 /i . 0 Scale: 0.1140ir 72- , OREGON 44/ WARNINGS: GENERAL NOTES, unless otherwnx noted: Truss: E 3 1.Builder and erector contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .h q y (1r° 4, 14 �4 and Warnings before construction commences. building component.Applicability of design parameters end proper �./ F 2.2x4 compression web bracing must be Installed where shown n. Incorporation or compop m the responsibility of the building designer. 3.Additional temporary bracing to insure stability during consW ction 2.Design assumes the lop and bottom chorda to be laterally braced al R RIL\-- 2' NVO Is the responsibility of the erector.Atldltbnal permanent bracing of 2'o.c.end et 10'o.c.snub es ply unless braced throughout their length by 4 DATE: 8/17/2017 the overall emMura is the responsibility of the building designer. continuous sheathing such as plywood sheet where and/or drywaREIC). ria g 3.2s Impact bridging or lateral bracing required where shown O n SEQ.: K3 5 6 9 5 91 4.No load should be applied to anycomponent un after at bracing and 4.Installation of Weoo s Is the responsibility of the reepectNe nlmctor. fasteners are complete and at no time should anyy loadsgreater than 5.Design assumes torose,are to be used In a non-corrosive environment, and are for'dry condition-or use. EXPIRES:' 12/31/2017 TRANS I D: LINK design loads be applied to any component. 5.CompuTma has no control over and assumes no responsibility for Inc 8.Design assumes fug bearing et all supports shown.Shim or wedge if .1 fabrication,handling,shipment and Installation of components. Design as. August 17r2��7 6.This design b Nrrshed subject to the limitations set forth by 7.Design assumes adequate bdoth to prodded. 8.Rates coincide be located on both feces of truss,and placed so their center TPIM'TCA In SCSI,wpbs of which will be furnished upon request lines colndde with joint center lines. 9.Digits indicate else of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -260) 116 1-13-(-365) 268 2-13=(-189) 282 19-20=(-1051) 612 2x6 KDDF #1&BTR T3, T4 SPACED 24.0" O.C. 2- 3=( -440) 353 13-15=) -21) 17 2-14=(-289) 249 7-20=( -532) 749 BC: 2x4 KDDF #1&BTR 3- 4-( -503) 477 14-16=(-273) 116 13-14=(-420) 308 20- 9-(-1944) 703 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -389) 438 16-19-1-521) 286 3-14=1-194) 262 9-21-) -63) 864 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=( -576) 1014 17-18=( 0) 0 15-14-) 0) 16 21-10-( -843) 245 DL ON BOTTOM CHORD- 10.0 PSF 6- 7-( -494) 891 18-20=) -17) 8 14- 4=1-581) 588 22-10-1 0) 384 TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 8=( 0) 0 20-21=(-187) 626 4-16=1-324) 299 10-23=( -294) 66 BC LATERAL SUPPORT <= 12"OC. UON. 7- 9=( -467) 860 21-22=(-367) 1266 16- 5=1-153) 453 23-11-( 0) 518 LL - 25 PSF Ground Snow (Pg) 9-10=( -778) 257 22-23=(-367) 1266 5-19-(-623) 350 11-24=(-1454) 388 10-11-(-1146) 407 23-24=1-349) 1058 18-19=(-238) 0 24-12-1 -215) 127 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -119) 131 19- 6=1-242) 39 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 19- 7=(-335) 327 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -21/ 245V -103/ 293H 5.50" 0.39 KDDF ( 625) vertical members (uon). 15'- 10.5" -538/ 2753V 0/ OH 5.50" 4.12 KDDF ( 625) 99'- 1.5" -183/ 1273V 0/ OH 5.50" 2.04 KDDF ( 625) M-3x4 where shown; Jts:4-5,7,11,13,16,21,23-24 ** For hanger specs. - See approved plans [PROVIDE FULL BEARING;Jts:1,20,241 !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= 0.028" @ 2'- 2.2" Allowed = 0.759" MAX TL DEFL - -0.023" @ 2'- 2.2" Allowed = 1.012" MAX LL DEFL = -0.071" @ 32'- 5.1" Allowed = 1.628" MAX TL DEFL - -0.115" @ 32'- 5.1" Allowed= 2.171" 19-10-03 29-03-05 SEASONED LUMBER IN DRY SERVICE CONDITIONS 11-06-11 8-03-08 12-06-15 16-08-06 MAX HORIZ. LL DEFL= -0.036" @ 48'- 10.0" ,r T MAX HORIZ. TL DEFL = 0.045" @ 48'- 10.0" 0-09 4-04 0-06-08 �4-06-13 8-05-01 1-05:q4-02-09 ' 4-05-07 3-08-08f 8-05-01 8-03-05 Design conforms to main windforce-resisting 1' f 1' I' 1' 1'l' 1 f . , f system and components and cladding criteria. 15-08-04 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 -M-8x8(5) load duration factor=l.6, 8 End vertical(s) are exposed to wind, 6.00 pTruss designed for wind loads 0:;::6;;°"/"/ -4x6 M-3x6 0.25" M-1.5x3 in the plane of the truss only. 6 7 9 1,10 11 12 M-3x6(S) -- T3= T4- e s o + n 4 + + + A o M-1.5x3 + I M-3x6 3 74,40,,.....4„..,:r co Lo co ri)0 1 -1315 0 1718 20 21 7" 23 *14 I M-3x6 I 1 -1.5x3 0.21 0 0 M-5x8 M-5x8 M-1.5x3 M-4x8 M-5x6(5) 009 0-10 ip PR7Fsy / y y k1, b b b 1 . 1-05-246-05-02 5-02-02 103 8-05-01 8-01-09 8-01-09 8-06-13 GINE6> y N., 9y-04 11-05-08 35-04 y 1 y 89200PE r- y 14-10-12 1-01-04 34-02-12 99-01-08 --..i • iar JOB NAME : POLYGON 8056-A E4 Scale: 0.1140 O OREGON lV� WARNINGS: GENERAL NOTES, ads,,otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shorn and s for en individual LSO �' '14 `4 Truss: E 4 end Warnings before construction commences. building component.Applicability of design parameters end proper Z.2s4 compression web bredng mu�l be Metalled where shown+. Incorporation of component N the responsibility of the building designer. a�p j 3.Additional temporary bracing to Impure stability during construction 2.Design assumes[Fro top end bottom chortle to be laterally braced al fi}y R ILA-e' is the reeponslbgl f the erector.,Addlibnal permanent bracing ( 2'o.c.end at 10'o.c.sash ply unless braced throughout heir length by I , j N o g o continuous sheathing such as plywood sheathing(TC)antro drywall(BC). DATE: 8/17/2017 he overall structure Is the responsibility of the building designer. 3.25 Impact brldgirg or lateral bracing required where shown++ SEQ.: K3 5 6 9 5 9 2 4.No bad should be applied to any component until after all bracing and 4.Installal on of truss is the responsibility of the respective contractor. fasteners are complete and at no tams should any loads greater than 5.Design assumes trusses are to be used in anomconoslue environment EXPIRES: 12/31/2017 TRANS ID: LINK design loads be appliedtoanycotponent endare me�ealdnor01a 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing al all supports shown.Shim or wedge if August 1 7,201 7 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to Ina limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIN6TCA In SCSI,copies of which will be furnished upon requestline cdndde with join)center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.8(1L}E to.For basic connector plate design rushes see ESR-1311.ESR-teal(MITek) This design prepared from computer input byII Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 99'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16871; LOAD DURATION INCREASE = 1.15 1- 2=) -928) 215 1-14=1-142) 401 2-14=) -274) 115 6-21=( -918) 1329 2x6 KDDF *108TR T3 SPACED 29.0" O.C. 2- 3-1 -823) 471 14-15=) -19) 91 2-16-) -315) 577 21- 7=( -196) 159 BC: 2x9 KDDF 1)16BTR 3- 4=( -211) 47 16-17=1-455) 949 14-16=) -155) 441 21-10=) -793) 368 WEBS: 2x9 KEEP STAND LOADING 4- 5-1 -199) 655 17-18-)-137) 195 15-16=) 0) 17 10-22-) -257) 796 LL( 25.0)+51) 7.0) ON TOP CHORD- 32.0 PSF 5- 6=) -174) 668 19-20-) -13) 37 16- 3-) -31) 180 22-11-) -698) 416 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -657) 402 20-21=1-514) 458 3-17=) -773) 605 11-23-) -73) 354 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD- 42.0 PSF 7- 8=( 0) 0 21-22-) -80) 754 17- 4=) 0) 334 23-12=) -237) 238 7-10=) -491) 441 22-23=1-292) 1169 4-18-) -676) 361 12-24=) -240) 212 LL = 25 PSF Ground Snow )Pg) 9-10=1 0) 0 23-24=1-477) 1340 5-18=) -81) 61 24-13=( -493) 1348 NOTE: 2x9 BRACING AT 29"OC UON. FOR 10-11=(-1040) 568 24-25=( -42) 57 19-18=( -91) 0 13-25=1-1244) 585 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1-1483) 643 18-20=) -606) 508 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=1-1605) 612 18- 6=) -64) 239 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20- 6=1-2122) 962 M-3x4 where shown; Jts:3-4,12-14,17,20,23 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -49/ 369V -251/ 298H 5.50" 0.59 KDDF ( 625) 15'- 8.8" -403/ 2522V 0/ OH 5.50" 3.78 KDDF ( 625) 49'- 1.5" -188/ 1300V 0/ OH 5.50" 2.08 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,20,25' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL- 0.039" @ 2'- 3.2" Allowed - 0.759" MAX TL DEFL = -0.043" @ 2'- 3.2" Allowed = 1.012" MAX LL DEFL - 0.071" @ 35'- 11.6" Allowed - 1.628" 23-10-03 4-06-10 20-08-11 MAX TL DEFL - -0.115" @ 35'- 11.6" Allowed = 2.171" ` f .f l SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-10-12�� 5-08-12 7-04-04 4-06-10 6-07-13 6-11-05 MAX HORIZ. LL DEFL - 0.034" @ 98'- 11.8" 1-05-D9' 5-10-08 1-f11-S4 0-0 -07 0-A-07 6-06-01 MAX HORIZ. TL DEFL= 0.059" @ 48'- 11.8" T TT T T T T T Design conforms to main windforce-resisting 23-08-09 20-06-12 system and components and cladding criteria. f T T T 12 M-4x6 8 9 M-7x6 12 Wind: 190 mph, h=25.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6.00 0 M-5x$(5) M-5x6(5) Q 6.00 load Heights),duration fEnclosed,, Cat.2, Exp.B, MWFRS(Dir), End verticals) are exposed to wind, .25" Truss designed for wind loads 61 in the plane of the truss only. M-1.5x35,4 9 /III.IIIIIIIIIM-3x6 33N 2 t .. N �.AMn6r17 r 8••\_ 0,100.25" 2 k. _ � o ci 1�N'4ix6 7 7 M-Vx� M-241x8 0.2 ?' 23 .1494x9 M-1.5x3 *25 "' o M-5x8 �M-1.5x3 M-1.5x3 M-5x6(S) ` `) PROF4- 0-09 1-05-0y 5-08-12 6-00-04 1-09-08 7-04-04 6-02-12 6-07-13 6-06-01 6-07-13 .,..4!7_,/ SS 'fes' �2-04 11-05-08 35-04 y 89200PE �� b 49-01-08 JOB NAME : POLYGON 8056-A E5 `1: '"V Beale: 0.1124 y OREGON N1�,'" 1t, WARNINGS: GENERAL NOTES, unless otherwise noted: L y, 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual <h "q)f e O 0.�4 Truss: 55 and Wamings before c0nsbucign commences. building component Applicability of design parametere end pope, t( G 2.2x4 compassion web bredng must be installed where shown+, incorparedon of component is the responsibility of me building tlmlgner. y.� 3.Additional temporary bracing to insure stability during constnfe5on 2 Design assumes the top and bottom chortle to be laterally braced at •(1 R 1l- ie the responsibility of the erector.Additional permanent bredng of 2'o.c.end al 10'o.c.respectively unless braced throughout their length by 4' DATE: 8/17/2017 the overall structure is the responsibility of the build designer. 2 impact continuous bddgingsheathor suchr as acinrsood u/nadsheatin ere shown and/+r drywell(SC). I^g 9 4.in iors lateral bracing required where tNe contractor.SEQ.: K3 S 6 9 S 9 3 4.No lose should m spelled to any component until after g bracing and 4.Design testa Is the responsibilitytuse of the on-orrosi connviron faatanere are complete and at no time should any loads greater than 5.Design assumes trusses are b be used In a non-corrosive environment, EXPIRES:end are for condition.of use. . 12/31/2017 TRANS I D: LINK design beds be applied to any component. 5.Com Titre has no control over and names no res 6.Design assumes full beeerlg at all supports shown.Shim or wedge it August 17,2017 pu responsibility for the cosmry fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6..This design is furnished subject to Ore limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which wit be furnished upon request. ones coincide with Joint center Knee 9.Digits indicate size of pieta in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values Co.ESR-1311,ESR-1g55(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-11=( -82) 371 11- 3=1 0) 356 8-16=( -60) 236 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1 -455) 125 11-12=1 -84) 368 3-12=1 -793) 415 16- 9=( 0) 202 WEBS: 204 KDDF STAND 3- 4=1 -112) 535 12-13=(-373) 340 12- 4=1-1836) 809 9-17=(-1777) 627 LOADING 4- 5-1 -396) 345 13-14=1-109) 865 4-13=1 -327) 1283 17-10=( -145) 180 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -291) 330 14-15=(-109) 865 5-13=1 -106) 84 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1122) 664 15-16=1-361) 1306 13- 6=(-1192) 449 TOTAL LOAD = 42.0 PSF 7- 8=(-1316) 653 16-17=(-469) 1309 14- 6=( 0) 329 OVERHANGS: 24.0" 0.0" 8- 9=(-1671) 692 6-15=( -181) 376 LL = 25 PSF Ground Snow (Pg) 9-10=( -51) 109 15- 7=1 -72) 290 ** For hanger specs. - See approved plans 15- 8=1 -480) 364 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 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -121/ 729V -211/ 257H 5.50" 1.17 KDDF ( 625) 15'- 10.0" -265/ 2351V 0/ OH 5.50" 3.52 KDDF ( 625) 49'- 3.0" -161/ 1368V 0/ OH 5.50" 2.19 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,12,17' 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 = 0.045" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL = 0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.013" @ 8'- 3.1" Allowed= 0.765" MAX TL DEFL - -0.022" @ 8'- 2.1" Allowed- 1.019" MAX LL DEFL - -0.065' @ 32'- 6.2" Allowed- 1.6290 MAX TL DEFL= -0.106" @ 32'- 6.2" Allowed= 2.172" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.028" @ 48'- 11.5" MAX HORIZ. TL DEFL - 0.045' @ 48'- 11.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 19-10 12-10 16-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), f load duration factor=l.6, 8-03-13 7-09-11 3-08-08� 6-05 6-05 5-06-05 5-06-05 5-06-05 End vertical(s) are exposed to wind, 1' T T T T ') '' T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-5x6 M-3x8x7th-5x6 Q 6.00 :T r -,AM-4x4 4 M-3x4 M-5x8(S) B 0.25" +. + M-3x6 4. 3 +1 9 M-1.5x3 + o v4 rnI 0 0 1 2 11 12f 13 'r 14 1'15 16 *37 -✓l `�t13 PROF o M-3x4 M-1.5x3 M-3x4 0.25" M-1.5x3 0.25" M-3x4 =M-4x4 `� o M-5x8(S) M-5x8(S) CJ� GINE ss/ ), 1' 1' i 1 1, 1, 1, �,,N-s' �'9 g , y 1 8-02-01 7-07-15 4-Oi�'l12 6-03-04 6-03-04 8-05-04 8-03-08 -r7 )' '"<'.. :9200PE x"" 2-00I 49-03 JOB NAME : POLYGON 8056-A _ E6 Seale: 0-1282 . j� WARNINGS: 40 1 Bu der and erection contracto kl b advised of all General Notes G1.This design is based only upon the aramaeeteers ahmvn and la for an Individual 7' OREGON L v� Truss: E6 and Warnings before consWctl ences. building component Applicabety of design parameters and proper 4/' (�A "\ 2.254 compression web bradng mu be Installed wheys shovel+. incorporation of component Is the responsibility of Pie building designer. O Y 1 A o_V` �=\ 3.Additional temporary bracing to In re stability during construction 2.Design assumes the by and bosom chords to be lalereily braced at Y ` l Is the responalbaty of the erector. dltlunal permanent bracing of continuous at such as plywood sheathing(TC)en10'o.c.respeclively unless braced d/r drywall lengththeir by P n I 1+- DATE: 8/17/2017 the overall structure Is the respen bely of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE 03569594 4.No load should be applied to any HH'ongxnenr until after all bracing and 4.Installation of Kusa la the responsibility of the respective contractor. Q'' fasteners are complete end at no Ipne should any loads greater than 5.Design assumes busses are to be used 5 a nonvzorrosive environment, design loads be applied to any mh(hponem. and are for%by condition'of use. TRANS I D: LINK s.compurrus has no control over and assumes no responsibility f«the E.Design assume.fun bearing M MI supporta shown.Shim or wedge P EXPIRES: 12/31/2017 necessary. fabrication,handing.shipment end installation of components. 7.Design assumes adequate drainage Is prodded. August�7,2�1 17 8.This design is furnished subject to'iNa'imitations set forth by 5.Plates shell be located on both faces of truss,and placed so their center 9 TPIh5TCA In SCSI,copies of which will be furnished upon request. lines coindde with Joint center lines. S.Digits indicate size of plate In Inches. MITek USA,InciCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-11=( -73) 525 11- 3=( 0) 356 8-16=(-1170) 555 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-622) 202 11-12=( -76) 521 3-12=( -787) 416 16- 9=7 -775) 487 WEBS: 204 KDDF STAND 3- 4=( -57) 369 12-13=(-217) 308 12- 4=1-1193) 546 9-17=( 0) 348 LOADING 4- 5=(-244) 297 13-14=( -52) 410 4-13=( -89) 690 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-155) 304 14-15=( -52) 410 5-13=( -169) 91 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-180) 321 15-16=1-220) 333 13- 6=( -448) 167 TOTAL LOAD= 42.0 PSF 7- 8=(-264) 309 16-17=7 -81) 451 14- 6=7 0) 359 OVERHANGS: 24.0" 0.0" 8- 9=1 -58) 358 17-10=1 -79) 454 6-15=( -411) 165 LL= 25 PSF Ground Snow (Pg) 9-10=(-608) 227 15- 7=( -175) 96 M-3x4 where shown; Jts:2,4,8,10,12,16 15- 8=( -116) 684 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 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -128/ 809V -224/ 232H 5.50" 1.29 KDDF ( 625) 15'- 10.0" -189/ 1686V 0/ OH 5.50" 2.53 KDDF ( 625) 36'- 11.5" -188/ 1704V 0/ OH 5.50" 2.55 KDDF ( 625) 52'- 6.0" -73/ 536V 0/ OH 5.50" 0.86 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,12,16,101 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = 0.043" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.016" @ 8'- 3.1" Allowed - 0.765" MAX LL DEFL = -0.027" @ 26'- 3.0" Allowed = 1.019" MAX TL DEFL - -0.042" @ 26'- 3.0" Allowed= 1.358" MAX LL DEFL = 0.017" @ 44'- 5.6" Allowed- 0.750" MAX TC PANEL TL DEFL - 0.055" @ 4'- 0.6" Allowed= 0.855" MAX TC PANEL TL DEFL = 0.063" @ 48'- 10.2" Allowed- 0.830" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.015" @ 52'- 0.5" MAX HORIZ. TL DEFL = 0.022" @ 52'- 0.5" Design conforms to main windforce-resisting 19-10 12-10 19-10 system and components and cladding criteria. 8-03-13 7-09-11 3-08-08 6-05 6-05 4-00 7-08-13 8-01-03 Wind: 140 mph, h-15.3ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, T T ., T T T a' T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-5x6 M-3x8 7M-5x6 5 6 '7:16.00 in the plane of the truss only. 4 M-5x8(S) M-5x8(5) 0.25" + + +' 0.25" 3 + + o 0 0 e � 1� '. i(% iCw I h`' p 1 2 Il 12 n 13 5 19 15 11 17 `1 0 0 V i M-1.5x3 0.25" M-1.5x3 0.25" M-1.5x3 I C�t� p � s M-5x8(S) M-5x8(S) ��` GIN tri y y y y > y y y c7` VN Fq ok 8-02-01 7-07-15 4-01-12 6-03-04 6-03-04 4-05-04 7-07-01 7-11-07 J, y y �w 2-00 52-06 89200PE �� JOB NAME : POLYGON 8056-A - E7 r, /---r Scale: 0.1252 ^ .020. * , Cr WARNINGS: O.This design unless o thrwise epsra ate 74._ , OREGON Ott,, 1 Builder and erection contractor should be advised of all General Holes 1.This Oealgn ie based only upon the parameters shown and b for an Individual a*�� Truss: E7 and Wermngs before construction commences building component Applicability of designten end N 2.2a4 compression web bractn incorporation of component la the responsibilityroof the building 47 ` p 9 must be Installed where shown*, ng goer. fl�. �M� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced al O 4 ? Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c.respectively unless bated throughout their length by DATE: 8/17/2017 Itre overall structure is the responsibility o/the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). M R 10- 3.In Impact bridging or lateral bracing required where shown** �l SEQ.: K3 5 6 9 5 9 5 4.No Toad should be applied to any component until after all bracing and 4.Installation of truss s the responelb@ty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, tleal beds be II y component. and ere for`dry condition'.of use. TRANS I D: LINK gra applied Ip an8.Design assumes full bearing at as support Campaign shown.shim or wedge if EXPIRES:' 17/3112017 5.Camphas no control over and assumes no responsibility for the necessury ati fabricon.handling,shipment and installation an components. 7.Design assumes adequate drainage Is provided. August 17,201.I 7 8.This design is famished subject to the limitations set forth by e.Mates shall be located on both faces of Truss,and placed so their center TPI/WTCA In BCS',copies at which will be furnished upon request. lines coincide with joint center lino. 9.Digits Indicate size at plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(11.)-E 10.For basic connector plate design values see ESR-1311,ESR-18133(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-10=(-1314) 3202 3-10=(-251) 276 8-14=( -655) 388 BC: 2x4 KDDF d1&BTR SPACED 24.0" O.C. 2- 3=(-3582) 1344 10-11=(-1095) 2829 10- 4=( -70) 513 14- 9=( -684) 1898 WEBS: 204 RUDE STAND 3- 4=(-3361) 1296 11-12=( -753) 2309 4-11=(-767) 477 9-15=(-1880) 847 LOADING 4- 5=(-2569) 1117 12-13=( -753) 2309 5-11=(-272) 821 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2239) 1093 13-14=( -682) 1797 11- 6=(-182) 111 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1897) 965 14-15=( -51) 61 12- 6-( 0) 301 TOTAL LOAD - 42.0 PSF 7- 8=(-2195) 984 6-13=(-761) 290 OVERHANGS: 24.0" 0.0" 8- 9=(-2066) 823 13- 7=(-258) 690 LL = 25 PSF Ground Snow (Pg) 13- 8=) -65) 206 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -369/ 2202V -201/ 294H 5.50" 3.52 RODE ( 625) 46'- 6.0" -273/ 1940V 0/ OH 5.50" 3.10 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL= 0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL= 0.194" @ 19'- 11.8" Allowed = 2.279" MAX TL DEFL - -0.306" @ 19'- 11.8" Allowed= 3.039" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.079" @ 46'- 4.3" MAX HORIZ. TL DEFL - 0.127" @ 46'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, 19-10 12-10 13-10 Truss designed for wind loads in the plane of the truss only. 6-10-05 6-05-14 6-05-14 6-05 6-05 6-05-08 7-04-08 T T T T T 1' 1' T 12 12 6.00 M-5x6 M-3x8 M-5x6 Q 6.00 5 6 7 M-5x8(S) "•' ,It.0.25" // M-3x4 q e qa, M-1.5x33 \ M-4x6 \\... � M O to nl O O NM A rn N 1''. 10 11 12 ,r13 14 e45 -> c ❑Rh I M-9x6 M-3x4 0.25" M-1.5x3 0.25" M-3x8 M-1.5x4 * 4 `D 1- VF4, LS' k l M-5x8(S) y M-5x8(S) y Wim`. C,N'�,INE� s/qt. y y 10-01-03 9-10-01 6-03-04 6-03-04 6-10-12 7-01 >L 2-00 46-06 4{" 89200PE r. JOB NAME : POLYGON 8056-A - E8 ,._ • • �,: . Scale: 0.1410 WARNINGS. GENERAL NOTES, unless otherwise noted: © OREGON /s� 1.Sunder and erection contractor Id beadvised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON 1.1 V I V `�{✓ Truss: E 8 and Wammgs before construction s building component.Applicability of design parameters and proper L� ,d a,,, 2.284 compression web bracing mus be installed where Mown rocoryoration m component is me responsibility m m.bulMing designer /'1 14 xi9'13 4 3.Additional temporary bracing to in. -stabili y during constmdlon 2.Design assumes me top end bosom chords In be laterally braced at �./ w. Y Is the responsibility of the erector. ••Donal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout mein length by M R R I v continuous sheathing such as plywood sheathing(TC)and/or drywaRec). DATE: 8/17/2017 the overall slmdure la 1M respon.•Illy of the buckling designer. 3.2x Impact bddgitg or Were!bracing required where shown*w SEQ' K 3 5 6 9 5 9 6 4.No bad should be applied to any.•nwonent until after all bracing and 4.Installation of base is the responsibility of me respectle contractor. Y fasteners are complete end at no -should any loads greater than 5.Design assumes trusses are to be used in a nornnrrosive environment, TRANS I D: LINK design bads be applied to any co�dronenl. G. and Design on asfor sumes ve fun bearing at supports shown.Shim or wedge N 6.Compel-1w has no control over and assumes no responsibflity for the �,,,ry° EXPIRES;' 12/31/2017 fabrication,handling,shipment and installation of components. 7. necessary. esign assumes adequate drainage is pmutded. August 17,2017 6.This design is furnished subject b the limitations set forth by e.Plates shalt be boated on both faces of truss,end placed so their center TPINTTCA In SCSI,copies of which wdN be furnished upon request. lines coincide with pint center lines. 5.Digits Indicate size of plate In Inches MTek USA,InciCompuTrus Software 7.8.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 52'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-12=(-142) 188 3-12=( -330) 302 9-17=(-666) 3222 BC: 2x6 KDDF 916BTR SPACED 24.0" O.C. 2- 3=( -170) 148 12-13=(-186) 224 12- 4=(-1074) 400 17-10=(-742) 476 WEBS: 2x4 KDDF STAND; 3- 4=( -74) 306 13-14=) -56) 470 4-13=( -204) 674 10-18=( 0) 360 2x6 KDDF 92 A LOADING 4- 5=( -456) 274 14-15-1-406) 294 13- 5=( -366) 192 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -452) 390 15-16=)-406) 294 5-14=( -204) 148 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -322) 412 16-17=)-134) 576 6-14=) -326) 112 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -78) 1114 17-18=(-184) 1282 14- 7=) -76) 742 8- 9=( -124) 1276 18-11=(-182) 1286 15- 7=( 0) 298 OVERHANGS: 24.0" 0.0" LL - 25 PSF Ground Snow (Pg) 9-10=( -826) 248 7-16=(-1480) 338 ADDL: TC UNIF LL+DL= 10.0 PSF 9'- 4.5" TO 22'- 3.0" V 10-11=(-1548) 274 16- 8=) -800) 146 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN ADDL. BC CONC LL+DL= 2828.0 LBS @ 37'- 2.5" 16- 9=(-3204) 768 nails staggered: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9" oc in 2 row(s) throughout 2x6 bottom chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -123/ 551V -234/ 245H 5.50" 0.88 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9'- 5.5" -135/ 1437V 0/ OH 5.50" 2.15 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 webs. 32'- 6.3" -919/ 5004V 0/ OH 5.50" 7.49 KDDF ( 625) 52'- 6.0" -167/ 980V 0/ OH 5.50" 1.57 KDDF ( 625) ALL CONCENTRATED LOADS 1PROVIDE FULL BEARING,Jts:2,12,16,11 MUST BE EQUALLY DISTRIBUTED [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TO EACH PLY OF THE TRUSS. VERTICAL DEFLECTION LIMITS: 1,1=1./240, TL-L/180 MAX LL DEFL = 0.011" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL - 0.011" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL= -0.010" @ 19'- 10.0" Allowed= 1.095" MAX TL DEFL= -0.018" @ 19'- 10.0" Allowed = 1.460" MAX LL DEFL = 0.024" @ 37'- 4.3" Allowed - 0.993" MAX TL DEFL - -0.051" @ 37'- 4.3" Allowed = 1.324" MAX BC PANEL LL DEFL = -0.017" @ 4'- 7.2" Allowed = 0.424" MAX BC PANEL TL DEFL = -0.034" @ 4'- 7.2" Allowed = 0.565" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.004" @ 52'- 0.5" MAX HORIZ. TL DEFL= 0.007" @ 52'- 0.5" 19-10 12-10 19-10 Design conforms to main windforce-resisting T f T j' system and components and cladding criteria. 5-05-13 4-03-03 5-01-06 4-11-10 6-05 6-05 4-04-12 7-04-07 8-00-13 - i' T - f - .1 . ,. ' Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, 6.00 M-5x6 M-3x8 M-5x6 67 8 Q 6.00 Truss designed for wind loads in the plane of the truss only. IhiL M-5x6(S) M-3x45 .M-3x6 st M-5x6(5) 0.25" 4 h .25" M-1.5x3 D 3 .....41111111111111111111111166.. Mil illiillillib... 0 1 12 13 14 15 6 17 18 11 N R p M-3x4 M-3x4 M-3x4 0.25" �t� ,W Pf1 Q)Cr'n o M-1.5x3 0.25' c id-7x6 M-1.5x3 M-3x4 I =M-8x8(S) M-8x10(S) *28280 1 4\((:S\ GINE �� 9-05-08 5-01-06 5-04-14 6-03-04 6-02-04 4-11 7-02-11 7-11-01 2-00y 52-06 y 4 89200PE fir' JOB NAME : POLYGON 8056-A - EG1 _. /-41' , • Scale: 0.1252 [ /t WARNINGS: OENERALNOTES, unlessom re aenoled 'T'7 .I" OREGON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design ie based only upon the parameters shown and is for an IndMdual / A Truss: EG 1and Warnings epress before construction commenmee building component Applicability of design parameters and proper 4+ �J _ , 2.204 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. <0 -7}/ 4 l4 3 Addillonal temporary bracing to Insure stability during construction 14 2 Design assumes the lop end bosom chorda to be laterally braced al t./ Is the responsibility of the erecta Additional permanent bradng of 2 o c.entl et 10'o c.respectively unless bated throughout their tempo by ,�R 0� DATE: 8/17/2017 the overall structure b the responsibility of the building designer. continuous sheathing such as plywood eheetNng(TC)and/or drywall(Bc). �•• 3.2s.Impact bridging or lateral bracing required where shown t t SEQ.: K3 5 6 9 5 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the reeponeiNlity of the respective contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for"thycondition'of use. u S.Cam Trus nes no contrd over and assumes no ro 8.Design assumes fun bearing at all supports shown.Shim or wedge d EXPIRES: 12/31/2017 W sponsibility for the p sry fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 6.This design Is furnished sullied to the limitations set form by 5.Plates shall be located on both faces of truss,and pieced so their center TPIIWTCA in BCS(,copies of which w4 be furnished upon request lines coindde with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see EB14-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS I TRUSS SPAN 46'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1HBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-12=(-172) 196 3-12=( -322) 308 9-17=1-1364) 580 BC: 2x6 KDDF #15BTR SPACED 24.0" O.C. 2- 3=1 -236) 144 12-13=1-148) 204 12- 4=(-1534) 500 17-10=1 -232) 266 WEBS: 2x4 KDDF STAND; 3- 4=1 -150) 240 13-14=1-138) 814 4-13=1 -302) 1098 10-18=( -238) 252 2x6 KDDF #2 A LOADING 4- 5=) -876) 298 14-15=1-108) 934 13- 5=1 -680) 262 18-11=( -170) 376 LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1032) 424 15-16=(-108) 934 5-14=1 -12) 204 11-19=( -358) 118 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 -846) 430 16-17=( -98) 168 6-14=( -56) 136 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PIE 7- 8=1 -510) 388 17-18=1-122) 188 14- 7=( -132) 106 8- 9=( -636) 374 18-19=1 -44) 52 15- 7=1 0) 340 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=1 -110) 94 7-16=1 -792) 240 DIM: TC UNIF LL+DL- 10.0 PSF 9'- 4.5" TO 22'- 3.0" V 10-11=1 -176) 78 16- 8=1 -8) 100 16- 9=1 -146) 884 M-3x4 where shown; Jts:2,5,10-13,18 ADDL: BC CONC LL+DL= 2379.0 LBS @ 37'- 2.5. ( 2 ) complete trusses required. rl', Attach 2 ply with 3"x.131 DIA GUN BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -133/ 603V -201/ 292H 5.50" 0.96 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9'- 5.5" -188/ 1897V 0/ OH 5.50" 2.84 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 bottom chords, 37'- 4.3" -766/ 4006V 0/ OH 5.50" 6.00 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 webs, 46'- 6.0" -53/ 356V 0/ OH 5.50" 0.57 KDDF ( 625) 9" oc in 2 rowls) throughout 2x6 webs. (PROVIDE FULL BEARING;Jts:2,12,17,191 ** For hanger specs. - See approved plans COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.011" @ -2'- 0.0" Allowed = 0.200" ALL CONCENTRATED LOADS MAX TL DEFL = 0.011" @ -2'- 0.0" Allowed = 0.267" MUST BE EQUALLY DISTRIBUTED MAX LL DEFL = -0.018" @ 26'- 3.0" Allowed = 1.346" MAX TL DEFL= -0.031" @ 26'- 3.0" Allowed= 1.794" TO EACH PLY OF THE TRUSS. MAX BC PANEL LL DEFL- -0.017" @ 4'- 7.2" Allowed- 0.424" MAX BC PANEL TL DEFL = -0.033" @ 4'- 7.2" Allowed = 0.565" MAX TC PANEL LL DEFL - 0.023" @ 40'- 9.7" Allowed - 0.515" MAX TC PANEL TL DEFL = 0.026" @ 40'- 9.8" Allowed = 0.773" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.005" @ 46'- 4.3" MAX HORIZ. TL DEFL = 0.008" @ 46'- 4.3" 19-10 12-10 13-10 ' 1 T T Design conforms to main windforce-resisting 5-05-13 4-03-03 5-01-06 4-11-10 6-05 6-05 4-04-12 7-04-07 2-00-13 system and components and cladding criteria. T T T T T T T T T ' Wind: 140 mph, h-24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 6.00 1,7' M-6x6 M-3x8 M-5x6 6 7 8 Q 6.00 load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. 9 M-5x6(5) s ,- 0.25" + A o. 0 M-1.5x3 1 3 / M [R// O o O i1 - I 9 / I O 1 2! 12 13 4 15I ),( 17 18 **19 n I b.zs" M-1,5x3 o.zs ,(3 PROF S o 1-8x8(S) M-8x1Q($/x6 M-1.5x3 .��`��'N� s/ y y y y y *2379# �� (Y ,� �A_ y y 9-05-08 5-01-06 5-04- 4 6-03-04 6-02-04 4-11 7-04-07 1-09-05 $92 a0 P E -11°1...f' 2-00 46-06 JOB NAME : POLYGON 8056-A - EG2 _ Scale: 0.128001r : 10 WARNINGS: GENERAL NOTES, unless othesese noted v 7 OREGON [/z 1 b Builder and erection conlrecsh aid Bebe advised of as General Notes 1.This design is based only upon the parameters shown and for an IMMduel As Truss: EG2 and Warnings before construction cea building component.Applicability of design parameters and proper �T 2Q � V� 2 194 compression web bracing mu t be installed where shown*. the of component la the responsibility of the building dasigrrer. _7 14 Z.Design assumes lap and bottom chords to be laterally braced at 3.Additional temporary bracing to In eteblllty during construction Is the responsibility of the erecta.',Additional 1 bracing or 2'o.c.end alta o.c.respectively unless braced throughout their length by 4/ � �� I/LW permanent continuous sheathing g such as plywood ahesWng(TC)an Nor drywall(BC). DATE: 8/17/2017 the overall swcture Is the respun9lbRty or the buNding designer. 3.24 impact bridging or lateral bracing required where shown+* SEQ. : K3 5 6 9 5 9 8 4.No load should be applied to any component until after all bracing and 4.Inetallegen of use Is the responsib lty of the respectNe contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes vases are to be used in a noncorrosive environment, TRANS ID LINK aegnbeaeb.appneemany w panem. end.re assumor'dryes svlb arorata. 5.CompuTrus has no control over aid assumes no responsibility for the 8.Design asumee full bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/7017 fabrication,handling,shipment cod installation of components. 7.Design assumes adequate drainage is provided. August 1 7,2017 6.This design is furnished subject hi the limitations set rani by 8.Plates shall be located on both feces of Bose,and placed so their center TPIIWlCA M SCSI.wplee of whllh will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MOTek USA,Inc.ICompuTrtle Software 7.6.8(1 L)-E 10.For basic connector plate design vetoes see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-672) 557 3-4=(-438) 315 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 4-5-(-215) 95 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=) -78) 0 DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 11.7" 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) 0'- 0.0" -57/ 364V -193/ 4968 5.50" 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 9.2" 0/ 93V 0/ OH 5,50" 0.07 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 3'- 11.2" -282/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) 7'- 11.2" -249/ 330V 0/ OH 1.50" 0.42 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12'- 0.0" -200/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. PROVIDE FULL BEARINGJJts:2,7,3,4,51 8-05-09 9-06-07 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -/ VERTICAL DEFLECTION LIMITS: LL-1/240, 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" 5 MAX LL DEFL - -0.002" @ 12'- 11.7" Allowed- 0.097" MAX TL DEFL = -0.003" @ 12'- 11.7" Allowed= 0.130" MAX TC PANEL LL DEFL = 0.010" @ 2'- 2.4" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.011" @ 2'- 2.4" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.013" @ 11'- 11.2" MAX HORIE. TL DEFL = -0.013" @ 11'- 11.2" M-3x6(5) Design conforms to main windforce-resisting 12 •('� system and components and cladding criteria. 4 0'" 12.00 F Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Dir), load duration factor=1,6, rl Truss designed for wind loads a, in the plane of the truss only. 0 tt 3 co o l 53ro pry [�1 ••M-3x4 7.. PIl V�4.;.9), I yC,INEFg /p21-00 9-00 8-11-11 200P r" JOB NAME : POLYGON 8056-A - EJ13 4111. /�� Scale: 0.2554 IL cz- WARNINGS: GENERAL NOTES, unieseothenslsenoted * OREGON 14,/ 7 Solider and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an hbledual �1 Truss: EJ13building Applicability ofparametersand L� and warnings before construction commancea g compo co Appl h r designproper �J 3 2s4 compression web bracing must be installed where shown+ Incorporation of component b the responsibility of the building Oeatgner. 5 ) . 14 4 �Q �"'i'= 3.ABdlibnel temporary Waning Is insure stability during construction 2 Design assumes the by and bottom chards to be laterally braced al C./ Is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o c.respectively unless braced throughout Mak length by DATE: 8/17/2017 the overall structure le the responsibility of the building designer. 3.Si m^act bridging giglor such al bracing cod requisheatred here ands drywell(BC). R IR 1`�,,, p ar greq f Be whpreshown to SEQ.: K3569599 4.Nobadshould beiapplied bany component until after all bracing tani 4.DInstallation esIsthe responsibilitytoueoithenn.edosi contractor. fasteners are template end at no time should any loads greater then 5.Design assumes busses are b be used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and ere for condition.'of use. 5.OompuTms has no control over and assumes no responsibility for the 5.Design assumes full bearing a al supports shown.Shim or wedge if EXPIRES; 12/31/2017 fabrication.handling.shipment necessary. g, and Inatelaticn of components. .I I.Design assumes adequate drainage is provided. August 1 7 r 20.f 1 7 S.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of Was,and placed so their center 9 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with join)center lines. s. MiTek USA,Inc./Com uTrus Software 7.6.8(1L E o ForDigb lsHoonelzeoplate eIn ignbal P 1.For basic connector sclo plate design values see ESR-1311,ESR-1 BBB(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 3.1" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-518) 467 3-4=(-278) 218 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING 4-5=( -73) 37 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -14/ 311V -137/ 323H 5.50" 0.50 KDDF ( 625) 3'- 9.2•' 0/ 42V 0/ OH 5.50" 0.07 RODE ( 625) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -224/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) ' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -169/ 249V 0/ OH 1.50" 0.32 KDDF ( 625) 10'- 3.1" -32/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,3,4,5 5 -, '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 = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = -0.008" @ 2'- 0.8" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.009" @ 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 MAX HORIZ. LL DEFL = -0.008" @ 10'- 2.4" MAX HORIZ. TL DEFL = -0.008" @ 10'- 2.4" A I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 V Wind: 140 mph, h=15.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, un Truss designed for wind loads o in the plane of the truss only. 0 t 0 3 /i M 0 I N 0 M-3x4 0 0 PR Offs b y b y �� NGIIV '9 /° 1-00 4-00 '� 6-03-02 � 414 .11 89200PE r" JOB NAME : POLYGON 8056-A - EJ14 ,., • jr,: • Scale: 0.3194 WARNINGS: GENERAL NOTES, unless otherwise noted OREGON h !i�. 1.Builder and erection contractor Id beadvised of a0 General Notes 1.This design Is based only upon the parameters shown and Is for en IndMdual AA__ Fl C v f V K "{✓ Truss: E J 14 and warnings before constructionotos building componentApplicability of design parameters and proper ��"�!q �a+* � 2.204 compression web bredng mus be Installed where shown 0. Incorporation of component h the responsibility o/the building designer. 3.Additional temporary bracing to Ina re stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at la the responsibility of the erecta. •dl8onal permanent brsd,g of 2'0.0.and et 1d on.respscihaty unless braced throughout their length by DATE: 8/17/2017 the overall structure is the res n of building designer. continuous sheathing suer,:b acinpirrg re aired here s onma drywan(Be). [„ R'L\- pone.8Y o g g 3.2z Impact bridging or lateral bracing required whet shown+• SEQ.: K 3 5 6 9 6 0 0 4.No load should be applied to any..mooned until after all bracing and 5.4.Design Installation of umru truss Ila the he are to beused lity of re respective contractor. fasteners are complete and et nog .:should any loads greeter menaenvironment, and are for"dry condition"of use. TRANS I D: LINK design wawa be applied to any co pment5.Computres hes no contra over a• ,10 responsibility for me S.Design assumes fun bearing at all supports shown.shim or wedge if EXPIRES: 12/31/2017 saery. fabrication,handling,shipment a.Installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,20 1 7 8.This design is famished MOM to the limitations set forth by 8.Mates shell be located on both feces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request tines arindde with Joint center Ones. 9.Digits Indicate etre of piste In Inches. MMTek USA,Inc./CompuTrus Software 7.8.8(1/}E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-331) 288 3-4=1 -88) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 315V -94/ 230H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -196/ 277V 0/ OH 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 0.0" -55/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 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" 'T MAX TC PANEL LL DEFL = -0.010" @ 2'- 0.8" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.012" 9 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 6'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 6'- 11.2" 12 Design conforms to main windforce-resisting 12.00 V system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Ao in the plane of the truss only. I at O h M O /- , f .� S 1 M-3x4 y 1-00 1 4-00 l 3-00 y ,ctc� a PR Opp.„ NGINE -k /p Ct 89200PE fir' JOB NAME : POLYGON 8056-A - EJ15 Scale: 0.4204 WARNINGS: GENERAL NOTES, unless otiremiarnoted. �� 41.4-OREGON h � Truss: E J 15 1. uilder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an IndMdual OREGON V VI and Warnings before construction commences. building component.Applicability of design parameters and proper ` 2 2e4 compression web bredng must be installed where shown". Incorporation of component Is the responsibility of the building designer. '/� 7 r 14 2 '��--T- 3.Additional temporary bracing to Insure etabdty during construction 2.Design assumes me fop and bottom chords to be laterally braced et V t L`_ 11 Ie the responsibility of the erector.Additional permanent bracing of 2'o.c.sund at 10'op.respectively unlace braced)TC)anthroughout their length by MFR R `" DATE: 8/17/2017 continuous dogleg sheathing such as plywood required ng(TC)scrim,drywag(BC). the overall structure is Me responsibility of the building designer. 3.2z impact bridging or lateral bracing where shown++ SEQ.: K3 5 6 9 6 0 1 4.No bad should be applied to any component until after all bracing end 4.Installelion of trues is the responsibility of the respective contractor. fasteners ere complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used ie a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for'dry condition.of use. 5.CanpuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at top supporta shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Deslg ass;umesadequatedrainageIsprodded. August 17,2017 8.The design is furnished subject to Be limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TRIM/TCA in 6051,copies of which Mil be fumiehed upon request. Ines coindde with islet center lines. uTrus Software 7.8.8(1 L E 5.Digits indicate size of plate in inches. MITek USA,Inc./Com F )' to.For basis connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 80 2-7-1-46) 63 7-6=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-315) 231 6-8=1-63) 85 6-3=1 0) 33 WEBS: 2x4 KDDF STAND 3-4-(-269) 216 3-8=1-136) 100 LOADING 9-5=( -93) 68 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -17/ 317V -94/ 231H 5.50" 0.51 KDDF ( 625) 3'- 9.7" -24/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -145/ 217V 0/ OH 1.50" 0.28 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 0.0" -59/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,8,4,51 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-00 CONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) L TION MAXTLLADEFLFLE-0.002@LIMITS: -L=0/0 "O ,Allowed8= 0.100" 5 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL - 0.005" @ 1'- 2.5" Allowed- 0.177" 1M-3X4 ) MAX TC PANEL TL DEFL= 0.005" @ 1'- 1.7" Allowed= 0.266" )ISEASONED LUMBER IN DRY SERVICE CONDITIONS o MAX HORIZ. LL DEFL - 0.005" @ 3'- 9.7" MAX HORIZ. TL DEFL- 0.006" 0 3'- 9.7" esisting system andDesign fcomponents orms to iandn iclladdingrcriteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '� load duration factor-l.6, o Truss designed for wind loads in the plane of the truss only. A!*1'111 o fIu ii b l k 2-03-12 1-o8-04 �tQ PROFF b s L l y S' 1-00 b 2-05-08 ,'9-06-08 y c,:., �� /p2� 4-00 3-00 -44 :9200P r JOB NAME : POLYGON 8056-A EJ15C Scale: 0.3612 7� OREGON�� L""j WARNINGS: GENERAL NOTES, unless otherwise noted: �#`' 'O 1.Builder and erection contractor should be edwsed of at General Notes 1.This design is based only upon the parameters shown end is for en individual 'O }' 2Q ��'`"' Truss: EJ15C and wamings before construction commences. building component.Applicability of design parameters and proper 1 4 2.2x4compression web bracing mast be Installed where shown+.. incorporation of component Is the responsibility of me building designer. 3.Additional temporary tamest to Insure stability during construction 2.Design assumes the top end bosom chards to be laterally braced al �^R R10- ie the responsibility of the erector.Additional permanent bracing of T o.c.end at to'o.c.respectively unless braced throughout thek length by ontinuous sheathing such as plywood sheathing(TC)ands drywall(BC). DATE: 8/17/2017 the overall structure is the respontlbtity of the building designer. 3.2x Impact bridging or lateral bracing required where shown+s SEQ.: K3 5 6 9 6 0 2 4.No bed should be applied to any Component untily after at bracing and 4.Design as ufines busses area beul edof a non onnosew enactor.ant fasteners are complete and at no(line should any loads greater than EXPIRES: 12/31/2017 TRANS I D: LINK design loads be applied to any oo(nponent 6.Design assumeend are for.dry condition'of s full bearing ett a. a 5.comPaime has no control over and assumes no responsibility for the all supports shown.Shim or wedge 0 August 17,2017 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPINJICA in SCSI,copies of wing wit be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. Wel,USA,Ino./CompuTnls Software 7.6.8(1L)-Z to.For basic connector pieta design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.8" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 RODE W16BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x9 RODE STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, considered for this design. Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-05-15 5-05-15 T T f 3-09-15 2-07-01 2-07-01 3-09-15 1 T f T '( 12 12 6.00 IIM-4x9 Q 6.00 9.0" TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 4 , ,, 2X4 STRIPPING REQUIRED AT 24"OC WHERE CONTINUOUS BEARING IS I I SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. M-1.5x91 1 M-1.5x4 3 t1 1 I I �,, , f 7 In O f 1 . -7.. 0 8 9 10 O M-3x4 M-3x6 M-3x6 M-3x6 M-3x4 y l 3 b b 3-09-15 2-07-01 2-07-01 3-09-15 {t``om 0-03-09 10-11-19 0-03-04 ��` N r��s�p* ' 89200P < / V JOB NAME : POLYGON 8056-A - ECAP L )c� Scale: 0.5173 OREGON �{,/. WARNINGS: GENERAL NOTES, unless otherwise noted: 1 Budder end erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown end is for an individual dual " y 14 2° 4 Truss: ECAP and Wammgs before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bredng must be Metalled where shown v. incorporation of component N Me responsibility of Me building designer. at 3.Additional temporary bracing to insure stability during construction 2 Y Design and sat 10'oumes ho.mpectland veyounless bram chords oad Mo be laroughoW tterally heirlengthIengM by R f i_ - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ahaathing(TC)and/or drywall(BC). DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown a s SE K 3 5 6 9 6 0 3 4.Na load should be applied b any component until atter all bracing and 4.Installation of suss is the responsibility of the respective contractor. Q-- fastener are complete and et no time should any loads greater Man 5.Design assumes trusses are to be used in s noncorrosive environment, EXPIRES: 12/11/2017 design bads be applied to any component. end are for tlry condition.of use. TRANS I D: LINK 5.Cornpulrus hes no contra over and assumes no responsibility for the 6.Design assumes full beednp at all supports shown.Shen or wedge g August 17,2017 m.—,. fabrication,handling,shipment end Installation of components. 7.Peelers asshall eaeon drainagee Is tossed. S.This design K furnished subject to the Irrigations set fond by S.Plates shell be located on both faces of Imaa,and placed m their center TPIMRCA In SCSI,copies of which wit be furnished upon request. lines coincide wind joint center Anes. 9.Digits indicate size of plate in Indus. MiTek USA,Ino./CompuTrus Software+7,6.6-SP2(1LK 10.For basic connecior plate design values see ESR-1311,ESR-1988(MRel0 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS , TRUSS SPAN 10'- 11.8" IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE;Design assumes moisture content does BC: 2x4 KDDF k10BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 92.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, considered for this design. ADDL: TC UNIF LL+DL= 10.0 PSF 0'- 0.0" TO 10'- 11.8" V Truss designed for wind loads ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9" oc in 1 rows) throughout 2x4 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. 5-05-15 5-05-15 T T T 3-09-15 2-07-01 2-07-01 3-09-15 T T T T T 12 12 6.00 IIM-4x4 Q 6.00 44.0" TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. 2X4 STRIPPING REQUIRED AT 24"OC WHERE CONTINUOUS BEARING IS - SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. M-1.5x4 M-1.5x9 2.0" 11 II 2 1 I I I 1 1 �Ln ,� s- 0 1 11 M I ///////////////////// A _0 0 8 9 10 0 M-3x9 M-3x6 M-3x6 M-3x6 M-3x4 y y 1 b l 3-09-15 2-07-01 2-07-01 3-09-15 0-03 04 10-11-19 0-03 09 ��,�C..NGPN '(.9na �` 89200PE r' JOB NAME : POLYGON 8056-A - EGCAP / ' [�- Scale: 0.5048 „� OREGON A.WARNINGS: GENERAL NOTES, unless otherwise noted, * A` . 1.Buddsr end erection contractor should be adwsed of all General Notes 1.This design Is based only upon the parameters shown and is for en IndMdual /. 9) 2°) �4 Truss: EGCAP ext Warnings before c0nsbuceon commences. bulking component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+. inof component Is the responsibility of the building dealgner. 3.AtldlNonel temporary bracing to Insure Stability during conslmctlon 2.Design assumes the lop and bottom chorda to be laterally braced at P' R 1 1 \. V the responsibility of the eretltt.Additional permanent bredng of continuous o.c.and at 10•o.c.reupeccc etyplywood 5 unless braced throughout their length by Il 1 l+ DATE: 8/17/2 017 the overall structure Is gw rebll the building designer. Impactsheathing suchr as ac wg required sheathing(TD)wheresown s dryvmll(BC). sports BY of3.2o Impact bridging or lateral bracing required where shown SEQ.: K3 5 6 9 6 0 4 4.No load should be applied Is any component until eller all bracing and 4.Installation of Muse Is the responsibility of the respectWe contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive enuronmeni end ere for'Wry conticondition.n'or use. EXPIRES: 12/31/2017 design loads be applied to any component TRANS ID: LINK 6.neessarysumestpobearingatallsupportsshown.Shimorwedgeif August 17,2017 5.CompuTrus 1155 no control over and assumes no responsibility for the necessary. 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 located on both faces of truss,and placed so their center TPVTICA In SCSI,copies of which x111 be furnished upon request lines coincide with joint center lines. g.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software+7,6.8-SP2(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-15813(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 46-07-08 MONO HIP-D SETBACK 4-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 101 2-13=( -751) 2187 3-13=( -93) 284 11-18=1-747) 454 2x4 KDDF 91&BTR 11 2- 3=1-2575) 801 13-14=(-1127) 2630 13- 4=( -78) 500 18-12=(-251) 198 BC: 2x6 KDDF #l&BTR LOADING 3- 4=(-2482) 835 14-15=( -904) 1992 13- 6=( -555) 464 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=) 0) 0 15-16=) -264) 453 6-14=( -327) 260 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 4- 6=(-2190) 774 16-17=( -123) 35 14- 7=( -155) 710 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)- 96.0 PLF 8'- 0.0" TO 46'- 7.5" V 6- 7=1-2487) 1018 17-18=( -396) 632 7-15=(-1395) 674 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 30.0)- 30.0 PLF 0'- 0.0" TO 46'- 7.5" V 7- 8=1-1018) 445 15- 8=( -388) 1306 8- 9=( -866) 1984 8-16=(-2922) 1296 TC CONC LL) 200.0)+01( 56.0)= 256.0 LBS @ 8'- 0.0" 9-10=( -866) 1984 16- 9-) -636) 471 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=( -398) 169 16-10=(-2183) 1031 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( -53) 58 10-17=) -118) 745 _____-----====------a-=========a@a=== REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17-11=) -369) 377 OVERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -485/ 1738V -57/ 139H 5.50" 2.78 KDDF ( 625) 28'- 3.0" -1585/ 3633V 0/ OH 5.50" 5.81 KDDF ( 625) 46'- 7.5" -363/ 753V 0/ OH 4.00" 1.21 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,16,181 '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 - 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = 0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - 0.104" @ 12'- 6.5" Allowed = 1.378" MAX TL DEFL= -0.163" @ 12'- 6.5" Allowed= 1.837" MAX LL DEFL= 0.029" @ 37'- 4.4" Allowed= 0.891" MAX TL DEFL- -0.041" @ 37'- 4.4" Allowed= 1.188" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.031" @ 46'- 4.0" MAX HORIZ. TL DEFL = 0.044" @ 46'- 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. 0-07-07 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11 38-07-13 load duration factor-1.6, 1 ' 1' End vertical(s) are exposed to wind, 7-11-11 18-07-13 20-00 Truss designed for wind loads in the plane of the truss only. 3-10-09 3-05-11 1 4-06-13 5-02-04 5-02-04 5-04 6-01-08 5-11-12 6-03-04 1 T 1 T 'f T 1 1 1 4 T 7-09-12 1 1256# 12 M-5x6(S) 6.00 . M-4x6 5 M-3x4 M-3x4 M-5x6 M-1.5x3 M-3x8 M-3x4 M-1.5x3 4 6 7 8 9 10 / le ) \40./N/ kll . ... 4 -/ +16 1no PR Io -1M-3x6 M-3x8 0.25" 7M-4x4 0.25" M-3x4 M-3x91 n'�W P R ppts b b 14-7.6(s) b =1,,,-8,,E1(s) 3, 1 3. �� N 'I N a g w0 7-02-08 7-00-12 6-11 7-00-12 9-01-06 9-03-02 .1' .1' 46-07-08 .1' ` 89200PE ter. . JOB NAME : POLYGON 8056-A - Fl Arie ,..... Scale: 0.1419In M WARNINGS: GENERAL Is unless otherwise noted' -7 OI-1 EGON tx '\� 1.Builder and erection contractor ehoukt be advised of all General Notes 1 This design le based only upon the parameters shover and Is for an IrMMdual 4. A EGON V Truss: F 1and Warnings before construction commences building ig component.Applicability of design parameters and proper A y 2 204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the bulking designer. <O ''4.' ]y 'I AQ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bulbul chortle to be laterally braced et + L41.a1 Ls the responsibility of the erector.Additional permanent bradig of 2'c.c.end e110'o.c.respectively unless braced throughout their length by 4�� continuous sheathing such as plywood eheabing(TC)andor drywall(BC). DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+• SEQ.: K 3 5 6 9 6 0 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responeibfy of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, deal loads be applied to ancomponent. and are for'dry condition'of use. TRANS ID: LINK g^ ec Brenda8.Design assumes 541 bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 5.CompuTru°has no control over and assumes no responsibility for the Seery. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August q 1 7,201 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so Iheb center TPIAVTCA in SCSI.copies of which will be furnished upon request lines coincide with joint center lines. .Digits indicate she of plate In Inches. Welt USA,IncdCom uTrus Software 7,8.8(1L E 10.For basic connector pinta design values sea EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS • TRUSS SPAN 46'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-13=1-1011) 1443 3-13=1 -83) 138 11-18=1-515) 153 2x4 KDDF #1&BTR Ti • SPACED 24.0" O.C. 2- 3=1-1714) 932 13-14=(-1063) 1652 13- 4=1 -87) 388 18-12=(-167) 100 BC: 2x6 KDDF #1&BTR '• 3- 4=1-1560) 877 14-15=1 -677) 1279 13- 6=) -385) 226 WEBS: 2x4 KDDF STAND LOADING 4- 5=1 0) 0 15-16=1 -153) 296 6-14=1 -178) 353 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=1-1354) 821 16-17=1 -104) 124 14- 7=1 -330) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1574) 842 17-18=1 -128) 436 7-15=1 -891) 542 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 -657) 288 15- 8=1 -334) 840 8- 9=1 -646) 1288 8-16=1-1896) 882 LL = 25 PSF Ground Snow (Pg) 9-10=1 -646) 1288 16- 9=1 -423) 237 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=1 -297) 40 16-10=1-1443) 555 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( -53) 58 10-17=1 -92) 488 - REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17-11=1 -237) 263 OVERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -232/ 1269V -57/ 139H 5.50" 2.03 KDDF ( 625) M-1.5x4 or equal at non-structural 28'- 3.0" -284/ 2386V 0/ OH 5.50" 3.82 KDDF ( 625) vertical members (son). 46'- 7.5" -60/ 511V 0/ OH 4.00" 0.82 KDDF ( 625) M-3x4 where shown; Jts:2,6-7,11,15,17-18 (PROVIDE FULL BEARING;Jts:2,16,181 '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= 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL= 0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL- 0.084" @ 12'- 6.5" Allowed= 1.378" MAX TL DEFL- -0.104" @ 12'- 6.5" Allowed= 1.837" MAX LL DEFL = -0.016" @ 37'- 4.4" Allowed = 0.891" MAX TL DEFL = -0.028" @ 37'- 4.4" Allowed = 1.188" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= -0.023" @ 46'- 4.0" MAX HORIZ. TL DEFL = 0.029" @ 46'- 4.0" Design conforms to main windforce-resisting system and components and cladding criteria. 0-11-12 Wind: 140 mph, h-15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 11-11-11f--� 34-07-13 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), T T T load duration factor=1.6, 11-11-11 14-07-13 20-00 End vertical(s) are exposed to wind, Truss designed for wind loads ?3-10-09 3-05-11 4-02-08 5-02-09 5-02-04 5-09� 6-01-08 5-11-12 6-03-04 in the plane of the truss only. T T T i' T T T T T T T 7-09-12 T T 5 12 M-5x6(S) 6.00 i ' M-4x6 IN-3x6 M-1.5x3 =M-4x4 M-1.5x3 4 6 7 8 9 10 11 12 kl M-1,5x3 >"\ 'N/ M o m 40101'1 \/ o 0 � ° PROre., 0 1 2 13 14 15 16 17 F18 M-3x8 0.25"� 0.25" M-7x6(S) I� =M-8x8(S) ��'�A` INE-k,,,, ts�0 > b b y y y b \ \e 7-02-08 7-00-12 6-11 7-00-12 9-01-06 9-03-02 .,y 1 k y :9200PE r- 2-00 46-07-08 JOB NAME : POLYGON 8056-A - F2 Scale: 0.1419 11!. 'ry /t WARNINGS: GENERAL NOTES, unless otherwise noted "�� OREG.OIV * ,l+•. 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 "V Truss: F2 and Warnings before construction f mnrences. building component Applicability of design parameters and proper / �� 2.2x4 compression web bracing mus'be Installed where shown+ incorporation a component U the reaponsWllity a Me building designer. /1 Y y A 4 3.Additional temporary bracing to In re stability during construction 4 2.Design assumes the lop end bottom chards b be laterally braced at V 1 V ,,,a by k the responsibility of the erecta. deans!permanent bradrg of 2'o and et e o c.such a palely unless beaten throughout they length). I,/j[*R A 1:�i {� DATE: 8/17/2017 the overall structure ie the reII of building designer. continuousIctsheathing such as plywood•it sheathing(TC)end/or drywen(Bc). ([�� 't+ apona RY° g g 3.2z impact bridging or lateral bracing required where ahem++ SE K 3 5 6 9 6 0 6 4.No load should be applied b any mooned until after ell bracing end 4.Installation of truss Is the responsibility of me respectNe rontrenter. 4' • fasteners are complete and at no t should any loads greeter than 5.Design assumes busses are to be used in a non-corrosive environment, and ere for'dry condition.'of use. TRANS I D: LINK design loads 6e applied to any to p°neM5.CompuTnw has no centra over anti assumes no responsibility for the 6 Design assumes uR baa ng al all supports shown.Shim or wedge If EXPIRES: 12/31/2017 Geary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,20 1 1 7 6.This design is furnished subject to the limitations set forth by 8.Mates shall be located on both faces of truss,and pieced so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines windde with Mint center lines. 9.Digits indicate size at plate In inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)E 10.For basic connector plate design values see ESR.1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF ll&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-14=(-497) 1379 3-14=( -219) 216 BC: 2x9 KDDF Y1&BTR SPACED 29.0" O.C. 2- 3=(-1596) 637 14-15= 323) 1108 14- WEBS: 2x4 KDDF STAND (- 4=( -55) 378 3- 4=(-1384) 597 15-16=1 -30) 309 9-15=1 -567) 376 LOADING 4- 5=( -799) 962 16-17-) -30) 304 15- 5=( 0) 133 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 17-18=(-675) 495 15- 7=( -329) 694 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=1 -664) 489 18-19=1 -43) 126 16- 7=( 0) 331 TOTAL LOAD = 42.0 PSF 7- 8=1 -85) 720 19-13=(-183) 474 7-17=1-1494) 582 8-10=1 -40) 371 17- 8=(-1212) 570 NOTE: 204 BRACING AT 24"OC 1200. FOR LL = 25 PSF Ground Snow (Pg) 9-10-1 0) 0 8-18=( -402) 933 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 -76) 961 10-18=1 -324) 153 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-1 -392) 227 18-11=1 -632) 395 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13-1 -608) 279 11-19-1 -145) 419 OVERHANGS: 24.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-12=1 -281) 331 M-3x4 where shown; Jts:2,8,13-14,17,19 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -165/ 1237V -172/ 180H 5.50" 1.98 KDDF ( 625) 28'- 1.3" -287/ 2450V 0/ OH 5.50" 3.67 KDDF ( 625) 46'- 7.5" -59/ 489V 0/ 0H 4.00" 0.77 KDDF ( 625) [PROVIDE FULL BEARING;Jts:2,17,131 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL < 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL - 0.043" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = 0.060" @ 15'- 9.9" Allowed- 1.378" MAX TL DEFL - -0.091" @ 15'- 9.9" Allowed= 1.837" MAX LL DEFL = 0.023" @ 38'- 9.6" Allowed = 0.891" MAX TL DEFL = -0.032" @ 38'- 9.6" Allowed = 1.188" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.019" @ 28'- 1.3" MAX HORIZ. TL DEFL = 0.029" @ 28'- 1.3" Design conforms to main windforce-resisting 0-05-04 0-05-04 system and components and cladding criteria. 15-11-11 14-09-10 15-10-03 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, T 1' 1' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-03-15 4-11-08 5-03 5-10-02 6-06-15 2-04-09 5-03 4-11-08 5-02-07 load duration factor-1.6, 1' 'i T TT T f ff f f f Truss designed for wind loads in the plane of the truss only. 12 12 6.00 M-4x656 M-3x8 9 M-4x6 Q 6.00 M-5x6(S) 7 B M-5x6(S) 0.25 4 00.25" .25'• !!! 1 M-1..5X331\ + +a ,+- / M-1.5x3 2 M O N O 1 14 15R � 16 17 I� � 18 I 0.25" II r o M-5x8(S) M-1.5x3 M-5x12(S) 19 13 0 <��© p��r�� >- 3' 3' 3. 3' 3. 3' y �5 aGIN Fq i� J, )' 7-11-07 7-05-04 6-05-03 6-03-07 3-03-01 7-05-04 7-09-15 1_-_,, 2-00 46-07-08 I 89200PE C JOB NAME : POLYGON 8056-A - F3 AgiPP Scale: 0.1331 ilia - WARNINGS: GENERAL NOTES, unless otharwiae noted: OREGON �� 7:Builder and erection contractor should be advised of as General Notes 1.This design la based only upon the parameters shown and Is for an Individual Truss: F 3y� and Warnings before construction commences. building component Applicability of design parameters and proper ,JG 2 204 compression web bracing moat be mMallatl where shown+ Incorporation of component ie the responsibility of me building designer. �0 l)' 14 2"1 4 3.Additional temporary bracing to insure stability during construction 2'2.Design assumes 01e lop end bottom chortle b be laterally braced et v Is the responsibility of the erector.Additional permanent bracing of o.c.and at 70'o.e.respectively unless braced throughout their length by I�� R'�� i_ DATE: 8/17/2017 ins overall estructure b the responsibility of the building tleaigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(Bc). 'Y! 3.2x Impact bridging or talerel bracing required where shown++ SEQ. : ''3 5 6 9 6 0 7 4.No load should be applied to any component uniR after all bracing and 4.installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK deslgn bads be applied to any component. and are for'dry condition"of use. [ S.ConpuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge EXPIRES: 12/31/7017 fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by 7.PlatesDeNgassumesadequateon drainage is Isles,ae. August 17,2 17 R.Plates shell be located on both feces of Miss,end placed so their center TPI/6/TCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Ina.fCompuTms Software 7.8.8(1L}E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see EBR-1317,ESR-1933(MITek) - This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONSTRUSS SPAN 46'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 101 2-14=(-556) 1397 3-14=( -214) 227 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1596) 762 14-15=(-372) 1128 14- 4=( -63) 378 WEBS: 204 KDDF STAND 3- 4=(-1384) 718 15-16=( -55) 317 4-15=( -567) 311 LOADING 4- 5=( -816) 596 16-17=( -55) 317 15- 5=( 0) 133 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-675) 528 15- 7=( -311) 694 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1 -685) 584 18-19=( -56) 138 16- 7=( 0) 331 TOTAL LOAD= 42.0 PSF 7- 9=1 -124) 720 19-13=(-152) 474 7-17=1-1531) 808 8-10=1 0) 0 17- 9=(-1212) 766 NOTE: 2x4 BRACING AT 24"OC SON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -40) 382 9-18=( -388) 933 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( -76) 473 10-18=( -324) 165 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11-12=1 -402) 192 18-11=( -632) 363 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13-1 -608) 266 11-19-( -146) 419 OVERHANGS: 24.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19-12=) -281) 332 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.504 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -202/ 1237V -172/ 181H 5.50" 1.98 KDDF ( 625) 28'- 1.3" -412/ 2450V 0/ OH 5.50" 3.67 KDDF ( 625) M-3x4 where shown; Jts:2,9,13-14,17,19 46'- 7.5" -59/ 484V 0/ OH 4.00" 0.77 KDDF ( 625) I 'PROVIDE FULL BEARING;Jts:2,17,131 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.045" @ -2'- 0.0" Allowed- 0.200" MAX TL DEFL = 0.043" @ -2'- 0.0" Allowed- 0.267" MAX LL DEFL - 0.100" @ 15'- 9.9" Allowed = 1.378" MAX TL DEFL = -0.093" @ 15'- 9.9" Allowed= 1.837" MAX LL DEFL - 0.025" @ 30'- 11.1" Allowed= 0.891" MAX TL DEFL = -0.032" @ 38'- 9.6" Allowed= 1.188" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.019" @ 28'- 1.3" MAX HORIZ, TL DEFL = 0.029" @ 28'- 1.3" Design conforms to main windforce-resisting system and components and cladding criteria. 19-11-11 6-09-10 19-10-03 . T j' Wind: 140 mph, h-15.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 5-03-15 4-11-08 5-03 4-00-052-03-01 5-04-07 1-02-2809-13 5-03 4-11-08 5-02-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' f 1' , f -f .f _f .f . f load duration factor-1.6, 6 812 Truss designed for wind loads 12 in the plane of the truss only. 6.00 VM-4x6 Q 6.00 M-4x6 M-3x8 M-5x6(S) 7 9 M-5x6(5) 0.25" 0.25" 4 "1 M-1.5x34 + + +@ + /\*24 ,-1.5x3 3 c. 111 1 a f �._ firll © �1 R j'T 'n 1 19 15 � 16 17 18 19 13 0 (' V 1 0.25" M-1.5x3 0.25" o (+5 M-5x8(S) M-5x12(S) (_5Cu ` G,INE ss/ y y y y )- )- y y 4N� b Fig D1. 7-11-07 7-05-04 6-05-03 6-03-07 3-03-01 7-05-04 7-09-15 I ), i' :9200PE r- 2-00 46-07-08 JOB NAME : POLYGON 8056-A - F4 i Scale: 0.1331 �� WARNINGS: GENERAL NOTES, unlessothe,Aanoled IN a' � Fly �� 1.Builder and erection contractor Mind be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual !' '/w Truss: F4 and Warnings before construction commences. building component Appllabilily of design parameters end proper 4/� ^/'�� tx 4 2.284 compression web bracing meet be Installed where shown s incorporation of component Is aro responsibility of Us balking eesgner. �O '�A • .0 3.Addllknel temporary bracing to inure stability during construction 2.Design assume the top end bottom chorda to be laterally braced at Y Is the responsibility of the erector.Additional permeant bradng of 2 ntinuous sh athing such ae plywood ah ething(TC)andlor drywall(BCely unless braced throughout their length). MFS I" 'L\- DATE: 8/17/2017 the overall structure b the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.• 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of me respective contractor. SEQ.: K3 5 6 9 6 0 8 fastener,are complete and at no time should ay loads greaser than 5.Design assumes busses ere fa be used in a nontonosive envtronmenl, design loads be spoiled to any component 8. are for"dry condition.of use. .{{ {�yj { TRANS ID. LINK5.Design assumes fun bearing at all supports shown.shim or wedge If EXPIRES. 12/311?4'�7 5.CompuTnrc has no control over a)ld assumes no responsibility for the ,yysary r� fabrication.handling,shipment arld Installation of components. 7.Design assumes adequate drainage is provided. August t.7 17,20.1 7 B.This design is furnished subject IS the limitations at forth by 8.Plates shall be located en both laces of truss,and placed so their center TPIIWTCA In SCSI,oodles of which will be furnished upon request lines coincide wish(okd center lines. I.Digits Indicate sloe of plate In Inches. MITek USA,Inc.iCompalrus Software 7.6.8(10-E 1i For basic connector plata design values sou ESR-1311.155-1588(MITek) This design prepared from computer input by I Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41160TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-12=(-420) 1587 3-12=1 -298) 301 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1668) 615 12-13-1-177) 1121 12- 4=( -153) 597 WEBS: 2x9 KDDF STAND 3- 4=1-1497) 615 13-14=1 -65) 624 4-13=1 -687) 367 LOADING 4- 5=1 -643) 400 14-15=(-518) 480 13- 5=1 -162) 801 TC LATERAL SUPPORT 0= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -158) 339 15-16=1 -98) 238 5-14=1-1056) 520 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( -158) 366 16-10-1 -97) 459 14- 6=1 -175) 82 TOTAL LOAD= 42.0 PSF 7- 8=( -95) 678 14- 7=( -359) 1255 OVERHANGS: 24.0" 24.0" 8- 9=( -437) 189 7-15=1-1728) 769 LL = 25 PSF Ground Snow (Pg) 9-10=1 -612) 187 15- 8=1 -714) 378 10-11=1 0) 101 8-16=( -174) 646 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9-1 -350) 322 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 BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) 0'- 0.0" -176/ 1277V -276/ 276H 5.50" 2.04 KDDF ( 625) 28'- 4.7" -264/ 2491V 0/ OH 5.50" 3.84 KDDF ( 625) 46'- 9.0" -131/ 765V 0/ OH 5.50" 1.22 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,15,101 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - 0.045" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL - 0.043" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.071" @ 12'- 3.5" Allowed = 1.378" MAX TL DEFL - -0.112" @ 12'- 3.5" Allowed - 1.837" MAX LL DEFL = -0.018" @ 38'- 4.6" Allowed = 0.891" MAX TL DEFL = -0.028" @ 38'- 4.6" Allowed= 1.187" MAX LL DEFL = 0.045" @ 48'- 9.0" Allowed- 0.200" MAX TL DEFL = 0.043" @ 48'- 9.0" Allowed= 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS l 23-04-08 23-09-08 MAX HORIZ. LL DEFL = 0.023" @ 46'- 3.5" ' MAX HORIZ. TL DEFL - 0.034" 8 46'- 3.5" 6-04-06 5-11-15 6-03-07 4-08-12 4-08-12 6-03-07 5-11-15 6-04-06 f T T T T T T f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 )u'I x4 ' 16.00 4,0" Wind: 140 mph, h-16.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 6 ,h( (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Dir), 1 load duration factor-1-6, Truss designed for wind loads M-3x45 1.1 'M-9x4 in the plane of the truss only. M-5x6(5) M-5x6(5) 0.25" 0.25" 9 +I /6\...............7....M-1.5x31\ + +' +' 3 M-1.5x3 m 0 \ o' o 74) 1 2 12 3 19 4`15 16 ls 1 I M-3x9 M-3x4 .25" M-3x8 0.251 P R QEF o M-3x4 M-3x9 I Jr b M-5x6(S) y M-5x6(S) y y y �`C.1 '(:51/4NGIN, 8-09-07 9-11-13 5-00-04 5-00-04 9-11-13 8-04-07 1 b y y 4t. 2-00 46-09 2-00 89200PE �<' JOB NAME : POLYGON 8056-A - F5 ''01P".�•. Scale: 0.1252 WABN1NGS: OENER/LLNOTES, uMeuoththe parameters 7 OREGON �'4./ t Builder and erecUcn conbador ehouM be advised of ail General Notes 1.This design la based only upon the parameters shown and la for an individual G OREGON'`1 Truss: F5 and Warnings before construction commences. building component Applicability of design parameters and proper 144- 14 ��y.Ys I 2.204 compresabn web bracing must be Metalled where shown+, incorporation of component is Me responsibility of the building designer. <� 3.Additional temporary bracing to Insure stability during construction 2.Design assume the top and bottom chords to be laterally braced at Is the responsibility of Me erector.Additional permanent bracing of 2'o.c.end al id o.c.respectively unless braced throughout Meir length by � � �� DATE: 8/17/2017 conthmoua sheathing such as plywood sheathmg(TC)and/or drywall(BC). the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 6 0 9 4.No bad should be applied to any component until after all bracing end 4.Installation of truss A 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 Beds be applied to any component. and ere o dry condition"aruse. 5.CampuTrua has no control over and assumes no responsibility for the S Dealgn assumes full bearing al all supports shown.Shim or wedge If wary. EXPIRES:` 12/31/2017 fabrication,hemming.shipment and installation limitations of components. 7.Design assumes adequate drainage Is provided. August 1 7 r 20 1 7 8.This design ie furnished subject to the limitations set lath by 8.Plates shall be located an both faces of truss,end placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coindde with joint center Ilnes. 9,Digits Indicate else of plate In Inches. MIT.*USA,Ina./COmpuTrus Software 7.6.8(11)-E 18.For basic connector plate design values sae ES12-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-12=( -95) 729 3-12=( -345) 319 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -713) 237 12-13=(-221) 236 12- 4=) -173) 652 WEBS: 2x4 KDDF STAND 3- 4=( -509) 235 13-14=(-524) 440 4-13=) -715) 377 LOADING 4- 5=( -98) 552 14-15=(-151) 364 13- 5=( -169) 750 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -118) 896 15-16=) -73) 390 5-14=(-1020) 530 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -96) 776 16-10=(-234) 885 14- 6=( -927) 211 TOTAL LOAD = 42.0 POE 7- 8=( -61) 234 14- 7=(-1087) 522 OVERHANGS: 24.0" 24.0" 8- 9=( -927) 338 7-15=( -159) 826 LL= 25 PSF Ground Snow (Pg) 9-10=(-1100) 339 15- 8=( -700) 374 M-3x4 where shown; Jts:2,5,7,10,12,16 10-11=) 0) 101 8-16=) -169) 624 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -330) 314 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -134/ 823V -276/ 276H 5.50" 1.32 KDDF ( 625) 22'- 0.8" -307/ 2654V 0/ 0H 5.50" 3.98 KDDF ( 625) 46'- 9.0" -147/ 971V 0/ OH 5.50" 1.55 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2,14,10I '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 = 0.045" @ -2'- 0.0" Allowed - 0.200" MAX TL DEFL = 0.043" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL = -0.029" @ 8'- 4.4" Allowed - 1.070" MAX TL DEFL = -0.047" @ 8'- 4.4" Allowed- 1.426" MAX LL DEFL = -0.040" @ 38'- 4.6" Allowed= 1.199" MAX TL DEFL = -0.063" @ 38'- 4.6" Allowed= 1.599" MAX LL DEFL - 0.045" @ 48'- 9.0" Allowed= 0.200" MAX TL DEFL = 0.043" @ 48'- 9.0" Allowed= 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS 23-04-08 23-04-08 MAX HORIZ. LL DEFL = 0.013" @ 46'- 3.5" MAX HORIZ. TL DEFL = 0.018" @ 46'- 3.5" 6-04-06 5-11-15 6-03-07 4-08-12 4-08-12 6-03-07 5-11-15 6-04-06 T 1' T ' T '' 'f 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 HM-4x4 Q 6.00 Wind: 140 mph, h=16.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 .h( load duration factor1,6, t\ Truss designed for wind loads 5/r 7 in the plane of the truss only. M-5x6 M-5x6(S) 0.25'�N� 0.25" iii 4 8 I 14-1.5x3 3 /\IIIIIpM-1.5x3 9 M rn O \\♦♦ v --,�//O pry�ry VI 1 2 12 13'r 14 "(15 16 11 1 p to PR , 0 25" IM-3x8 0.25" 1 4 ' V `ss 3, ..1, M-5x3'(S) )' M-5x6 (S) 3, y ��GINE�C'9 fi'S y y 8-04-07 9-11-13 -08-08 6-04 9-11-13 8-04-07 b y 9 G n0P E 11 2-00 46-09 2-00 G V JOB NAME : POLYGON 8056-A - F6 Scale: 0.1252 1 4111.1'• WARNINGS: GENERAL NOTES, unless othawlee noted' 10O OREGON N {z 1 Builder and erection contractor s•Id ba advised of all General Notes 1.The design le based only upon the parameters shown and b for an Indndual 4,,v ♦ "�'/ Truss: F6 and Warnings before construction ommences building component Applicability of design parameters and proper 174. 4,,/LI r10` 42.254 compression web bracing mush be Installed where shown+ Incorporation of component b the reaponslb Iiy of the building designer. /1 7 Y A 3.Additional temporary bracing to In re stability during construction 2.Design assumes the top and bottom chords to be laterally braced al V b the responsibility of the erecta. ddlltonal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout Meg length M `R R 10` DATE: 8/17/2017 the ovaree atmdure is the re Willy of Me building designer. continuous sheathing such as plywood sheathing(TC)and/or dywall(BC). �.w relations tr/ g g 3.2x Impact bridging or lateral bracing required where shown++ SE K3 5 6 9 610 4.No load should be applied to any en(until after all bracing and 0.Installation of truss Is me responsibility of the respective contractor. 4 fasteners are complete and at no 1 should any loads greater than 5.Design assumes cusses are to be used in a non-conceive environment, and are for•dry condition"of use. TRANS I D: LINK design bade be applied to any co parent.5.CompuTrux has no contra over and assumesno responsibiAy for the 6.Design asee an bearing al ail supports shown.shim e,wedge If EXPIRES: 12/31/2017 ssary.m fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. August 17,20 1 7 B.This design b furnished subject to Na limitations set fold by B.Plates shell be located on both faces of truss,and placed so Meir center TPI/TCA in BCSI,wpbs of whirl)will be furnished upon request. line coincide with Joint canter lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTfos Software 7.6.8(1L)E 10.For basic connector plate design values see ESR-1311,E3R-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -45) 180 1-10=(-237) 227 10- 2=( 0) 285 7-14=(0) 363 BC: 2x4 KDDF #1&BTR SPACED 24.0•' O.C. 2- 3=( -190) 737 10-11=(-239) 224 2-11=( -680) 431 WEBS: 2x4 KDDF STAND; 3- 4=( -101) 718 11-12=( -68) 244 3-11=( -341) 252 2x4 DF STAND A LOADING 4- 5=( -672) 506 12-13=(-208) 1059 11- 4=(-1699) 671 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -685) 498 13-14=(-531) 1709 4-12=( -172) 825 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1338) 620 14- 8=(-528) 1712 12- 5=( -195) 292 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2048) 728 12- 6=( -955) 540 8- 9=( 0) 101 6-13=( -98) 543 OVERHANGS: 0.0" 24.0" LL - 25 PSF Ground Snow (Pg) 13- 7=( -729) 366 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA 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" -41/ 279V -280/ 268H 5.50" 0.45 /CODE ( 625) 14'- 0.2" -369/ 2392V 0/ OH 5.50" 3.83 KDDF ( 625) 46'- 6.0" -277/ 1483V 0/ OH 5.50" 2.37 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:1,11,81 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.079" @ 38'- 0.3" Allowed= 1.590" MAX TL DEFL = -0.130" @ 38'- 1.2" Allowed= 2.119" MAX LL DEFL = 0.045" @ 48'- 6.0" Allowed= 0,200" MAX TL DEFL = 0.043" @ 48'- 6.0" Allowed= 0.267" MAX TC PANEL LL DEFL = 0.047" @ 3'- 4.6" Allowed= 0.481" MAX TC PANEL TL DEFL = 0.091" @ 3'- 4.6" Allowed= 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL- 0.028" @ 46'- 0.5" 23-01-08 23-04-08 MAX HORIZ. TL DEFL= 0.046" @ 46'- 0.5" 7-05-08 6-06-12 4-06-10 4-06-10 6-09-11 8-00-05 8-06-08 Design conforms to main windforce-resisting T 1' '( T . T T .' system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.1ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 6.00 D M-4x9 -7:16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 5 ,('' Truss designed for wind loads !\ in the plane of the truss only. M-5x6(5) M-3x6 1.1 4 M-3x4 0.25" 6 � , M-5x8(5) M-3x9 .+ 0.25" 2 -b 7 ,-4 M-3x9 o 1'** 10 11 5 12 -" � PROF, of M-1.5x3 1.25" M-3x8 0.2�'� M-1145x3 -M-4x9 +s o t� M-5x8(S) M-5x6(S) o �[•�Sl< Ss J‘ y y y * )' y N. NG I N F,9 /� 7-03-12 6-08-08 9-01-04 7-01-03 7-10-09 8-04-12 (,� 46-06 2-OOy �" :9200PE �,C,,• JOB NAME : POLYGON 8056-A - F7 /1119"1" Scale: 0.1407 M. �]4 /�• le Sr WARNINGS:Builder O.This design unless o the otherwise 7L. ,�OREGON Truss: F 7 1.Builder antl erection contractor should be advised of all General Notes 1.bull deslgn ie based only upon the parameters shown and Is for an IMNldual *- and Warnings before construction commences building component Applicability or design parameters and proper ./ N 2.204 compreesbn web bracing must be Installed where shown+. Incorporetlon of component b the responsibility of the building designer. 42 '7./ ]Y n Q� �� 3.Additional lam 2.Design assumes the top and bonen chards to be laterally braced at 14 lw temporary bracing to insure stability during construction 2•o.c.and at 10'o,c.respecllvely unless braced throughout their length by w, l N the responsibility of the erector.Additional lel permanent bracing of continuous sheatNng such as plywood aheathlng(TC)end/or drywall(BC). `R R'10- fasteners DATE: 8/17/2017 the overall structure N the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 611 4.No load should be applied w any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater then 5.Devin assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are for dry condition'of use. 5.Com uTrus has no conhol over and assumes no res 8.Design assumes full bearing at all auPPone shown.Shim or wedge It EXPIRES: 12/31/2017 vpomamaity for m° oo..ary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. August 17,201 7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MRek USA,Inc./Com uTN9 Software 7.8.8 1 L E 9.Digits Indicate she of plate In Inches. V ( )' 10,For basic connector plate design values see ESR-1311,ESR-7988(Slick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS ', TRUSS SPAN 46'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 1- 2=(-7533) 7620 1-10=(-4041) 3979 1- 2=(-7533) 7620 6-14=1 -439) 908 BC: 2x4 DF 2400F SPACED 24.0" O.C. 2- 3=(-5033) 5231 10-11=(-4069) 4008 10- 2=(-1464) 1402 14- 7=(-1543) 1067 WEBS: 2x4 KDDF STAND 3- 4=(-3366) 3106 11-12=(-4501) 4337 2-11=(-1546) 1414 7-15=1 0) 358 LOADING 4- 5=(-2241) 1777 12-13=(-4614) 4853 11- 3=(-2887) 1613 7- 8=(-5003) 3611 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2251) 1779 13-14=(-5507) 6287 3-12=(-2094) 2876 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=1-3583) 2686 14-15=(-6451) 7648 12- 4=(-2410( 1868 TOTAL LOAD= 42.0 PSF 7- 8=(-5003) 3611 15- 8-(-6449) 7652 4-13=(-2195) 2581 OVERHANGS: 0.0" 24.0" 8- 9=( 0) 101 13- 5=( -904) 1207 LL = 25 PSF Ground Snow (Pg) 13- 6=(-1846) 1193 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX BORZ BRG REQUIRED BRG AREA 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" -3372/ 3524V -11625/ 116256 171.00" 5.26 DF ( 670) 7'- 3.8" -1253/ 1532V 0/ OH 171.00" 2.29 DF ( 670) 14'- 0.2" -779/ 2546V 0/ OH 171.00" 3.80 DF ( 670) 46'- 6.0" -1637/ 2596V -11625/ 11625H 5.50" 3.87 DF ( 670) Full height blocking is required at left bearing 1COND. 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= -0.197" @ 38'- 0.3" Allowed - 1.590" MAX TL DEFL = -0.245" @ 38'- 0.3" Allowed = 2.119" MAX LL DEFL = 0.041" @ 48'- 6.0" Allowed = 0.200" MAX TL DEFL = 0.039" @ 48'- 6.0" Allowed = 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.228" @ 0'- 0.7" MAX HORIZ. TL DEFL = -0.245" @ 0'- 0.7" 23-01-08 23-04-08 'COND. 3: 250.00 PLF SEISMIC LOAD. I T T Design conforms to main windforce-resisting 7-05-08 6-06-12 4-06-10 4-06-10 6-09-11 8-02-01 8-04-12 system and components and cladding criteria. T T T f . T T T T 12 12 Wind: 140 mph, h=25.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 [ M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 44( in the plane of the truss only. MSHS-8x10(S) M-7x64/!1' he M-3x9 0.25" 3 M-Sx16(S) ooe +tiiiiiiiiiiiiiiik' 0.25" iM-8x82 +t q4, +I : + 4.'44444 M-1.5x3 sisissiM-1.5x3 m N o 1 ,rn• 12 a- 13 0.25;'4 M-1.5x31MSHS-7x16 e 1 p pp r o M-7x6 0 M x9 b.25' M-7x6 -M-8x8 MSHS-8x10(S) o �'�s`�� PROF4,„ 1 7x6 b MSHi eXlo(s) b b y )' .1. ' ''''. F9 c2 y 7-03-12 6-06-12 4-04-14 4-10-02 7-01-03 7-10-09 8-04-12 y y ryG 00 'PE jar, 46-06 2-00 JOB NAME : POLYGON 8056-A - F7DRAG � � Scale: 0.1320 �r tr. WARNINGS. GENERAL NOTES, unleee oterwlee Doled +� 1.Builder and erection contractorshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4-' OREGON Ntm ��(/ Truss: F7 DRAG and warnings before construction manes. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown bq«n assumes re component tap 1e the responds Ilty be the building braceddesigner.at �O '4 4' 14 2,4 P 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chords to blerelly al ^ (}^ is the responsibility r the erector.Additional permanent brad f 2' and et 10'cc.respectively unless braced)TI)c throughout their length by 't/JL:h R I k•-\'' � V pons ty o ng o continuous sheathing such a°plywood aheathing(TC)andlor drywall(BC). (S,w�!'T DATE: 8/17/2017 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or Were!bracing required where shown•• 4.No bad should be applied b any soreponent until after all bracing end 4.Installatiorespectivees is the responsibility of the respect" contractor. SEQ.: K 3 5 6 9 612 fasteners are complete and at no 1 me should any loads greater than 5.Design assumes trusses are to be used In a non-conceive environment, TRANS I D^ LINK design loads be applied to any component. endemic,cry comgildn of use. 9.Design°•° °•fel'bearing at°"supports shown.5"'m or wedge 1 5.CompuTrus has no control over aed assumes no responsibility for the EXPIRES: 12/31/2017 sary.um fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,20 1 7 6.This design is furnished subject to'Ne limitations set forth by 8.Plates shell be located on both faces of buss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. Innes coincide with Joint center lines. 9.Digits Indicate she of pleb in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see 656-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 7.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= ' BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=1-582) 538 2 6=(0) 0 3-4=(-360) 293 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-111) 78 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 313V -156/ 3650 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -224/ 292V 0/ OH 1.50" 0.37 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -207/ 304V 0/ OH 1.50" 0.39 KDDF ( 625) 11'- 7.4" -68/ 103V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,3,4,5 1 5 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 11 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed- 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL - 0.011" @ 2'- 2.4" Allowed- 0.338" MAX TC PANEL TL DEFL = -0.011" @ 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.010" @ 11'- 6.7" MAX HORIZ. TL DEFL = -0.010" @ 11'- 6.7" 4 Design conforms to main windforce-resisting 12 1 system and components and cladding criteria. 12.00 Wind: 140 mph, h=16.1f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads ,-1 in the plane of the truss only. 0 0 N 3 vi •, rn 0 012.11111111.11 o = 6._+ --- 0 1 1 M-3x4 y y y ��_c0 PR OF�d'�' 1-00 4-00 7-07-07 y ��5 NGINELci9 /e l. <cr :9200P yr JOB NAME : POLYGON 8056-A - FJ12 OF,: �' Scale: 0.2954 - to . ' _--- 10 Ct. WARNINGS: OThis N NOTES, unless o hae ramete IP/ �'OREGON . �''4.. Truss: FJ12 1.anand for construction should be advised of as General Notes 1.buidesign le hent.onlypl upon ythe parameters mem and Is for en IndMdual �^ Vt and Warnings before cenaWcllon commanoea building component.Applicability or design parameters and proper 2.244 oompresaion web bracing must be installed where shown+. Incorporation of component Is the responsibility of the buhang designer. �/y n 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords w be laterally braced at (./ 14fn Is the responsibility or the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout Meir length by ��P �� DATE: 8/17/2017 the aneran structure is the responsibmof the building designer. sheathing such as plywood aheathing(TC)and/or drywall(BC). -"' ty 3.2x Impact bridging or lateral bracing required where shown SEQ. : K3 5 6 9 613 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the reapectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are N be used in a non-corrosive environment, TRANS I D: LINK design wads be applied to any component. and are for•dry condition-of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes fun bearing at an supports shown.Shim or wedge if ,nese EXPIRES:' 12/31/2017 fabrication,hackling,d ecb)al and installation of at 0,10enis. T.Design assumes adequate drainage Is provided. August 17,2017 8.This design is furnished subject to the limitations set rote by 8.Plates shall be Nested on both faces of truss,and placed so their center TPINOTCA in SCSI,copies of which will be furnished upon request. lines coincide with point center lines. MTek USA,Inc./Com uTrus Software 7.8.8(10-E 8.Digits Indicate Wye of plate In inches. P10.For basic connector plate design values see ESR-1311,ESR-foss(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF d1&BTR SPACED 24.0" O.C. 2-3=(-278) 230 3-4=( -66) 29 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -18/ 319V -81/ 203H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -167/ 240V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -28/ 44V 0/ 0H 1.50" 0.07 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3,41 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL = 0.018" @ 1'- 11.2" Allowed = 0.338" ' MAX TC PANEL TL DEFL = 0.016" @ 1'- 11.2" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, rn o Truss designed for wind loads in the plane of the truss only. In 0 o /- I in z.,‘-1, of 5X 0 M-3x4 1 1-00 4 00 2-00 N..co'<C` G I N EOPRQF '/� 4. 17 ' 89200PE JOB NAME : POLYGON 8056-A - FJ13 � .�-- "� Scale: 0.9656 Lw WARNINGS: GENERAL NOTES, unless otherwise noted: "S7 Q1'"1EGGN 1.Builder and erection contractorshould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual G, .w[,. pc Truss: FJ 13 and wamings before constructor commences. building component.Applicability of design parameters and proper /�Q N ��A` 2.244 compression web bracing must be Installed where shown+. incorporation m component is the responsibility of the building aeslgnar. /Q e Y 14 3.Additional temporary bracing to Inure stables during Imctlon 2.Design assumes the lop and bottom chords to be laterally braced al 4']� g "s T on.end al 1g'c.c.reepeclively unless braced throughout Meir length by C^'n �\ �,J Ie the responsibility of the erecter.Adtlltional permanent bracing of continuous sheathing such as plywood sheathbp(TC)and/or drywall(BC). (�F-i �w DATE: 8/17/2017 the overall structure is the respondlbRty of the building designer. 3.2a Impact bridging or lateral bracing required where shown•• SEQ.: K3 5 6 9 614 4.No load should be applied to any Component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses we to be used in a non-conosive environment. and are for•dry condition.of use. TRANS I D: LINK design wase be applied to any co{nponentB.DeeIgn assumes tun bearing at.n supports mown.shim or wedge it S.CompuTrus has no control over and assumes no responsibility for the EXPIRES. 12/3 /2017 sary,um fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI(TCA In SCSI,copies of which will be famished upon request. lines coincide with Joint center lines. 9.Digits indicate sloe of plate In Inches. MiTek USA,Inc./CompuTrus software 7.8.8(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 8-10-00 SPAN HIP CORNER RAFTER Refer to CompuTrus rafter detail for complete specifications. SETBACK 6-03-00 FROM END WALL CHORDS: (2) 2X4 DF X1sETR TOP CHORD LL (25 PIP) + DL (7 PSF) = 32 PSF ' LOAD DURATION INCREASE - 1.15 + 12 5.37 p 8-10 0-08-15 T 1 T M-3x6(8) M-5x8 �e M-3X6 0004 SUPPORT AT HIP CARRIER M-3x6 10 M-3x6 M-3x8 00 M SUPPORT TOP CHORD AT 48" O.C. In' l 0 Ry y y '<<-1'"V GPN�FFssi b 2-09-05 8-10 �`J ' €� -1,- r$ y 28-04-07 �� 89 2 00 P E �r" AfljP JOB NAME : POLYGON 8056—A — FR "�'"� / Scale: 0.3281 7 OREGON `/ WARNINGS: GENERAL NOTES, unless otherwise noted: . A-OREGON V'YA 0' {�i(f 1.Builder and erection contractor should be advised of e0 General Notes 1.This designs based only upon the parameters shown and is bran individual u' -/% A0 Vs�Y+. Truss: FR and Warnings before construction commences. building component.Applicability of design parameters and proper `I ;:41)/ 14 l: 1 2.204 compression web bracing must be Installed where shown 0. incorporation of component is the responsibilityof the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced et !�E 1`f R 11 l• 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 1-1 DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 20 Impacts sheathing or such l bs atywunesheathing(TC)required whensow 0r drywall(SC). 3.25 Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 615 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no lima should any loads greater than 5.Design assumes trusses are to be used Ina can-oorreeive environment, EXPIRES` 12/31/2017 TRANS I D: LINK design loads be applied to any component and are for condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if August 17 r 201 7 fabrication,handling,shipment and thstallation of components. cos T.Design assumes adequate drainageto provided. 5.This design is furnished subject to the limitationso ons sal forth by .Plates shall be located on both faces of imss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. a.Digits indicate size of plate in Inches. MTek USA,Inc./CompuTrus Software 6.2.3(11)-Z 10.For basic connector plate design values see ESR-1311,ESR-19e8(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF 514BTR LOAD DURATION INCREASE = 1.15 1- 2=( -1) 61 8- 9=(-122) 210 8- 2=(-1363) 433 11- 6=( -363) 175 BC: 2x9 KDDF 414BTR SPACED 24.0" O.C. 2- 3=(-2648) 612 9-10=(-619) 2540 2- 9=( -517) 2393 6-13=( -101) 123 WEBS: 2x9 RODE STAND; 3- 9=(-2198) 539 10-11=1-465) 2005 9- 3=( -163) 182 12-13=( 0) 96 2x9 KDDF STUD A LOADING 9- 5=1-1983) 416 11-13=1-396) 1594 3-10=( -550) 159 13-14=( -73) 99 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1526) 428 12-14=( -5) 21 10- 4=( -9) 303 13- 7=( -388) 1636 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1822) 959 4-11=(-1020) 314 14- 7=1-1106) 326 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 92.0 PSF 11- 5=( -231) 998 OVERHANGS: 29.0" 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" -224/ 1408V -111/ 169H 5.50" 2.25 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 27'- 10.0" -193/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - -0.031" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL = -0.036" @ -2'- 0.0" Allowed- 0.267" MAX LL DEFL - -0.127" @ 12'- 7.0" Allowed= 1.346" MAX TL DEFL= -0.215" @ 12'- 7.0" Allowed- 1.794" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.043" @ 27'- 6.5" MAX HORIZ. TL DEFL - 0.073" @ 27'- 6.5" 12-10-08 4-00 10-11-08 Design conforms to main windforce-resisting T T T T system and components and cladding criteria. 6-07 6103-08 4-00 5-08-08 5-03 Wind: 140 mph, h-22.1ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, T f 'I f T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 12 load duration factor=1.6, 3.00 c 6.00 M-4x6 Q 6.00 End sial(s) are exposed to wind, Trusss designed for wind loads 4.0" in the plane of the truss only. M1)4160,00100°°°°11. -5x6 3.1" 4 a M-3x4 6 M-3x4 3 M-3x8 1,4-4x4 2 fA 7 o -/ 1 ay. n _ et vy 4. iii /- 8' ---- r: 9 10 11 0 13 to M-1.5x3 M-7x6 0.25" M-3x8 I 0 mI '.. M-5x6(S) '' , 12 14 -/..-1 M-1.5x3 M-3x4 M-5x12 b l Y I I k 6-03-08 6-p3-08 4-03-08 5-10-04 5-01-04 ,D P R OF4- y 2-00 b 22-07 b 5-03 1 �`C vAGINEz, /�� > 27-10444 89200PE �< ...p JOB NAME : POLYGON 8056-A - Gl '' ,�� Scale: 0.2168 i� 1410 ' e....... • WARNINGS: GENERAL NOTES, unless otherese noted: OREGON !'1A1 1i� 1 Builder end erecion contractor eh•W be advised of all General Notes1.This design Is based only upon the parameters shown and Is for an Individual fl EG O f V r(✓ Truss: G 1 and Warnings before construction minces building component Applicability of design parameters and proper , . �� 2.2x4 compression web bracing eve be Installed where shown 0. incorporation of component k me reaponsibikty of the building designer. /'h -7 14 V ` 3.Additional temporary bracing to ins re stability during constructionTii 2.Design assumes the top end bosom chords to be laterally braced et �.f `0. le the responsibility of the erector.-ddlibnel t bracing of 2'o.s.end at 10'ow.such a respectively unless braced throughout their length by Jt/,(:•s,,, �\ permanent continuous sheathing such as plywood sheathing(TG)and/or drywNl(BC). [�+••i �.+ DATE: 8/17/2017 the overall structure is me respon.•Illly of the Waling designer. 3.24 Impact badging or labial bracing required where shown++ SEQ.: K3569616 4.No bad should be applied to any• .• nt until after all bracing and 4.Installation silly`uumr ins the are to ba t e respective contractor.wro�environment, fasteners are complete and al no II e should any loads greater Man e assign wads be applied to any co ponaM. era era for•dry condition'of use. TRANS ID: LINK s.CompuTrushes nocamrol over a. responsiblrtyf«the 9.oeslgnassumeerwleeaangmansuppodeenewn.snlmorweegerc EXPIRES 12/31/2017 cossa ss y. fabs ,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 17,2017 8.This design Is furnished subject to cite limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center 9 TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.80 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 27'- 10.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -1) 61 8- 9=(-122) 210 8- 2=(-1363) 433 11- 6=( -363) 175 BC: 2x4 KDDF *1&BTR SPACED 24.0" O.C. 2- 3=(-2648) 612 9-10=(-614) 2540 2- 9=( -517) 2393 6-13=( -101) 123 • WEBS: 2x9 KDDF STAND; 3- 4=(-2148) 539 10-11=(-465) 2005 9- 3=( -163) 182 12-13=( 0) 96 2x9 KDDF STUD A LOADING 4- 5=(-1483) 416 11-13=(-396) 1594 3-10=( -550) 159 13-14=( -73) 49 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1526) 428 12-14=( -5) 21 10- 4=( -9) 303 13- 7=( -388) 1636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1822) 459 4-11=(-1020) 314 14- 7=(-1106) 326 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 11- 5=( -231) 998 OVERHANGS: 24.0" 0.0" LL - 25 PST Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -224/ 1408V -111/ 169H 5.50" 2.25 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 27'- 10.0" -143/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.031" @ -2'- 0.0" Allowed = 0.200" MAX TL DEFL= -0.036" @ -2'- 0.0" Allowed= 0.267" MAX LL DEFL- -0.127" @ 12'- 7.0" Allowed- 1.396" MAX TL DEFL= -0.215" @ 12'- 7.0" Allowed = 1.794" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.043" @ 27'- 6.5" MAX HORIZ. TL DEFL - 0.073" @ 27'- 6.5" 12-10-08 4-00 10-11-08 Design conforms to main windforce-resisting '' ,. ,. ' system and components and cladding criteria. 6-07 6-03-08 4-00 5-08-08 5-03 Wind: 140 mph, h=22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, f f f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 12 load duration factor-1.6, 3.00 - 6.00 M-4x6 'C:16.00 End vertical(s) are exposed to wind, Truss designed for wind loads 4.0 in the plane of the truss only. 5 //-,( i M-5x6 3.1" 4 vc M-3x4 M-3x4 6 3 t M-3x8 ,-i2 2 M-4x4 0 1 „-;+, A 7 t 8 Mg �... 11 M-1.5x3 M-7x6 100.25" M-3x8 0 13 O 2 1 {1 m M-5x6($) 1P **19 --s, M-1.5x3 M-3x4 M-5x12 1 )' y y 1 b 6-03-08 6-03-08 4-03-08 5-10-04 5-01-04 V Pb nFry y )' y <� GC 2-00 22-07 5-03 roNE�� /��b • 27-10 4.1. i 89200PE �<' JOB NAME : POLYGON 805 6-A - G2 --- Scale: 0.2168 / '•' • 4 1. iNGS: GENERAL NOTES, tiny up o the se parameters "�� ,�OREGON �� f Builder and erection contractor should be advised of all General Notes I.Thls design la based only upon the paremalare shown and is for an individual Truss: G2 and Warnings before construction commences building component.Applicability of design parameters and proper . 4 2.�� 2.2r4 oompressbn web bracing must be installed where shown+. incorporation of component la the responsibility of Sia building deslgrrer. 7/� ,a 3.Additional temporary bracing to Insure stability during construction 2 Design assumes Ne top end bottom chorda to be laterally braced et V le the responsibility of the erector.Additional permanent bradrg of 2'o.c.and at II'o.c.respeceuely unless braced throughout stair length by � .Fi 1-A- the overall structure Is the responsibility continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). DATE: 8/17./2017 lxma ty of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 617 4.No bad should be applied b any component until after all bracing end 4.Installation of truss is the responsibility of the respectSe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and ore for dry condition.of ass. 5.Can uTrus has no control over and assumes no res 6.Design assumes full bearing at&I supports shown.Shim or wedge If EXPIRES: 12/31/21)17 fabrication,handling.shipment and installation of components. for the necessary.u drain 8.This design is furnished subject to the limitations set bin by 8.Plat s7.Designate shall be located assumesu on both fncesis of trusss,ed.and placed so their center August 17,2017 TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.019115 Indicate she of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.80 L)-E to.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 15'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR til LOAD DURATION INCREASE = 1.15 1-2=( -10) 5 5-6=1-93) 657 2-5=1-191) 189 BC: 2x4 RIDE #16BTR SPACED 24.0" O.C. 2-3=1-200) 168 6-4=(-91) 661 5-3=(-765) 255 WEBS: 204 KDDF STAND; 3-4=1-842) 174 3-6=( 0) 357 2x4 KDDF #16BTR A LOADING 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 HORS BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -101/ 643V -290/ 114H 5.50" 1.03 KDDF ( 625) Unbalanced live loads have been LL= 25 PSF Ground Snow (Pg) 15'- 3.5" -170/ 645V 0/ OH 5.50" 1.03 RIDE ( 625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.131" @ 16'- 3.5" Allowed- 0.317" ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.106" @ 16'- 3.5" Allowed= 0.422" MAX TC PANEL LL DEFL = 0.043" @ 11'- 8.3" Allowed - 0.544" MAX TC PANEL TL DEFL = 0.054" @ 11'- 8.3" Allowed = 0.816" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-03-12 7-00-01 7-11-11 ,1 ,r 1' ' MAX HORIZ. LL DEFL = 0.007" @ 14'- 10.0" 12 MAX HORIZ. TL DEFL = 0.012" @ 14'- 10.0" 1 M-1.5x3 `C6.00 2 Design conforms to main windforce-resisting 1111111 system and components and cladding criteria. i Wind: 140 mph, h-23ft, TCDL-9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 ur.1 o A �� 0 co ro IN f 5 ** 6 uy O M-3x4 M-1.5x3 M-3x4 0 b b b �� D PRdp . 7-05-09 7-09-15 y 15-03-08 y •`c�� NGI►V F� s'22 c" 89200PE r JOB NAME : POLYGON 8056-A - H1 ..., _ Scale: 0.3284 1i leWARNINGS: GENERAL NOTES, unless otherwise noted: r OREGON *- �� 1.Builder and erection contractor s old be advised of ail General Notes 1.This design is based only upon the parameters shown end is for an Individual 7 A_ V, Truss: H1 and Warnings before construction mmences. building component.Applicability of design parameters and proper 1,,4rO �/,Q y 14 �N 2.244 compression web bracing mu be Installed where shown+, incorporation en component is the responsibility or the building assigner. 3.Additional temporary bracing to In re stability during construction 2.Desitin assumes the lop dna bollen chords to be laterally braced et a..� Is the responsibility of the erecta. stent permanent bradrg of 2'continuous and at 10'o.e.such a plyelyoodunless braced throughout Mab length by �r i R t 0- DATE: \ continuous sheathing such ore plywood sheathing(TG)brced throughout and/or tl it length b [.'. 4' DATE: 8/17/2017 the overall structure Is the raven bay of the building designer. 3.29 Impact bridging or lateral bracing required where shown++ SEQ.: K3569618 4.No bad should be smiled to any ponenl until ager ail bracing and 4.Installation of trues le the responsibility of the respective canirador. fasteners are complete and at no Nue should any loads greater than 5.Design assumes busses we to be used in a non-corrosive environment, TRANS I D• LINK design wads be applied toco any hutment and are for conditionor use. 6.CompuTrus has no contra over ad,assumes no responsibility for the 8.Desitin assumes full bearing at ell supports shown.Shim or wedge It EXPIRES: 12/31/2017 was. febdoatiog,handling,ehipmem end thslatiatian of components. I.Desgn assumes adequate drainage Is provided. August 17,2017 IL This design is famished subject to Ne limitations set forth by 8.Plates shell be located on both feces of truss,and pieced so their center TPI,WTCA In SCSI,copies of which will be furnished upon request lines coindde with loin center Anes. 9.Digits indicate she of piele In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see 055-1311,5,85-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( -10) 5 4-3= BC: 2x4 KDDF 416BTR SPACED 24.0. 0.C. 2-3=(-106) 89 (-851 133 9-2=(-156) 154 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -33/ 205V -91/ 36H 5.50" 0.33 KDDF ( 625) Unbalanced live loads have been 5'- 0.0" -123/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) considered for this design. LL= 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1CQND. 2: Design checked for net(-5 psf) uplift at 24 '•oc spacing. I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.059" @ 6'- 0.0" Allowed = 0.333" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL = -0.051" @ 6'- 0.0" Allowed - 0.444" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.045" @ 2'- 3.7" Allowed= 0.310" 0-03-12 4-08-04 MAX TC PANEL TL DEFL = -0.041" @ 2'- 5.5" Allowed= 0.465" T I , SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = 0.001" @ 4'- 6.5" ' 6.00 MAX HORIZ. TL DEFL = 0.001" @ 4'- 6.5" Design conforms to main windforce-resisting 1 M-1.5x3 system and components and cladding criteria. /- 2 Wind: 140 mph, h-20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, 1111111111111111111111111 llhillIllIllIlIljjjjjjlliiij.jjj -/J" End vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. M i N ul o 4** X1/3 �I 0 M-1.5x3 M-3x4 b b 4-08-04 1 y 5-00 �0\EO pROFecs 4.44 c 89200PE. S'<- JOB NAME : POLYGON 8056-A - H2 . Scale: 0.5772 © dair , 4400 WARNINGS: GENERAL NOTES, unless otherwise noted: 7.4. 0' ON * .4,4441Truss: H 2 and 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 MdMduai Vt Warnings before construction commancea budding component Applicability of design parameters end proper 2.2n4 compression web bracing moat be installed whore shown e. incorporation of component le the responsibility d Bis bulltllrg designer /O }/ 1 W /y 0 � u 43 3.Additional temporary bracing to Insure stab stability during construction 2.Design assumeso n.top and bottom chords to be laterally braced at 4 N the responsibility of the erector.Additional permanent bracing of 2'on.and at id .c.respectively unless braced throughout Meir length by the responsibility -`r l R �� DATE: 8/17/2017 tlhe overall structure N the building designer. continuous sheathing such as plywood sheaUing(TC)and/or dryxall(BC). 3.2z Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 61 9 4.No load should be applied to any component anal after all bracing and 4.Installation of truss N the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used in a noaoorroaive environment, TRANS I D: LINK design loads be applied to any component. end ere for'dry condition'of use. 5.ConpuTms has no contra over and assumes no responsibility for the S.Desigassumes fug bearing al an supports shown.Shim or wedge if EXPIRES: 12/3.112.017 mtcessfabrication,handling,shipment and installation of components. 7.Design eeumea adequate drainage is provided. August 17,2017 8.This design is furnished subject to the limitation sal forth by 8.Plates shall be located on both faces of truss,and placed so thein center TPIANTCA In BC3l,copies of which wit be furnished upon request, linea coincide with joint center lines. MiTek USA,Inc./(:ompuTrus Software 7.6.8(11)-E 9.Nits Indicate aha of plate In Inches. iI,For basic connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS i TRUSS SPAN 9'- 3.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-271) 144 5-6=(-460) 427 5-1=(-319) 212 7-3=(-198) 130 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-199) 260 6-7=(-180) 228 1-6=(-212) 308 WEBS: 2x4 KDDF STAND; 3-4=( -10) 5 6-2=( -36) 264 2x4 KDDF #16BTR A LOADING 2-7=(-556) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 378V -180/ 283H 5.50" 0.61 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9'- 3.5" -139/ 419V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ 7'- 1.0" Allowed - 0.419" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL - 0.055" @ 3'- 5.9" Allowed= 0.740" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 8'- 10.0" MAX HORIZ. TL DEFL = -0.004" @ 8'- 10.0" 7-04-08 1-07-04 i Design conforms to main windforce-resisting T system and components and cladding criteria. 12 6.00 1 M-1.5x3 q Wind: 140 mph, h=23ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor-1.6, M-3x4 End vertical(s) are exposed to wind, 2 Truss designed for wind loads ep in the plane of the truss only. N 1 M-3x9 A o 1 m rh I in o I cn --! 5 + 6 4* 7 M-1.5x3 M-3x4 M-3x4 y 7-01 y 2-02-08 y �`,t'��} PRQpk- y � 619 5 NGiNE. /� 9-03-08 2"L. ,c' �r. 89200PE r- JOB NAME : POLYGON 8056-A - H3 -14111111!"..!"---- Scale: 0.3176 - � • /y., WARNINGS: GENERAL NOTES, unless otherwise noted: �GGN �'�/ 1.Builder and erection contrecro tw b be advised of all General Notes 1.Thu design Is based only upon the parameters shown end is for an Individual v Truss: H3 and Warnings berme mnsbuctbn commences. building component Applicability of design parameters and proper `' ('�� 2.2x1 compression wee bracing must be installed when,shown,. Incorporation of component la the responsibility of he bulldog tleslgner. �/O / 1 4 2.° -i- 2. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at s..� ('L i°the res slblll f he erecta.Adtllllonel 1 brad f 2'o.c.and at 10'o.c.respectively unless braced throughout heir length by �r l s� �\ `+J poo y o permanen rg o continuous sheathing such as plywood aheahirg(TC)and/or dryxall(BC). R b+ DATE: 8/17/2017 the overall structure is the responYibliy of he building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any mponenl until after all bracing and 4.Installation d truss is the responsibly of he respective contractor. SEQ.: K3 5 6 9 6 2 0 fasteners are complete and at no Klee should any loads greeter than 5.Design assumes tosses are lo be used in a non-corrosive environment. TRANS I D• LINK design loads be applied to any component ane are e r ma.lid ton sa supports ger 5.CanpuTrus has no control over and assumes no responsibility for the B.Design,,,, ° full°�" ' "'° °"'�°�'Shier°r wedge" EXPIRES: 17/31/2017 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 1 7,201 7 8.TMs design is furnished subject to he limitations set forth by B.plates shall be located on both feces of truss,and pieced so their center TPiIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center tines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompaTrus Software 7.8.8(11)-E t0.For basic connector Mete design values see EBR-1311,ESR-1s88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-09-00 GIRDER SUPPORTING 7-11-00 ON TC FROM 5-00-00 TO 15-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2010) 638 1- 6=(-546) 1690 2- 6=(-364) 1032 4- 9=(-2634) 918 BC: 2x6 KDDF #5&BTR 2- 3=(-1806) 626 6- 7=(-666) 2012 6- 3=(-948) 406 9- 5=(-2910) 770 WEBS: 204 KDDF STAND; LOADING 3- 4=(-2014) 714 7- 8=(-702) 2028 3- 7=( 0) 42 2x6 KDDF #2 A LL - 25 PSF Ground Snow (Pg) 4- 5=( -86) 258 8- 9=(-702) 2028 7- 4=( -54) 84 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 5'- 0.0" V 8- 4=( 0) 192 TC LATERAL SUPPORT 0= 12^OC. UON. TC UNIF LL( 124.0)+DL( 64.3)= 188.2 PLF 5'- 0.0" TO 15'- 6.0" V BC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 15'- 6.0" TO 15'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 0'- 0.0" TO 15'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required.r; Attach 2 ply with 3"x.131 DIA GUN ADDL: TC UNIF LL+DL= 33.0 PLF 5'- 0.0" TO IS'- 6.0" V 0'- 0.0" -345/ 1183V -37/ 948 5.50" 1.89 KDDF ( 625) 15'- 9.0" -1201/ 4269V 0/ OH 5.50" 6.83 KDDF ( 625) nails staggered: ADDL: TC CONC LL+DL- 2480.0 LBS @ 15'- 6.0" 9" oc in 1 row(s) throughout 204 top chords, !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9" oc in 1 row(s) throughout 204 webs, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = 0.022" @ 6'- 1.7" Allowed = 0.742" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL DEFL - -0.039" @ 6'- 1.7" Allowed - 0.989" ALL CONCENTRATED LOADS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. SEASONED LUMBER IN DRY SERVICE CONDITIONS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 15 MAXMAx ORIZ. LL DEFL - -0.007" @ 15'- 3.5" MAX ORIZ. TL DEFL = 0.011" @ 15'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-00 10-09 load duration factor=1.6, 1' 1' ' End vertical(s) are exposed to wind, 5-00 0-10-04 4-11-06 4-11-06 Truss designed for wind loads in the plane of the truss only. T T T f +2(480# 12 6.00 p M-5x6 M-3x4 M-3x8 HM-4x4 2 3 q 5 -/ 4- --ii nn O A r+ r+ I N on O / 11 I x 6 7 8 - l:-9 M-3x4 M-3x4 M-3x4 M-1.5x3 M-3x12 y ), J. ), l 5-03-08 0-10-04 4-07-14 4-11-06 f1 to R 0 y 15-09 y ��'' G I E s% 4!!:::111;; O:1;;;;;:7 !! :9200 P '''''IN JOB NAME : POLYGON 8056-A - HG1 �� Scale: 0.9067 t� 111 WARNINGS: D.ThishRAe tin Is based un,upo the p ramete �OREGON A. Truss: HG 1 1.Builder tandsO erection construction should be advised of all General Nolen 1. design Isneat,one,upon the perematen shown and le for an bdMdusi R EG 'V and planings before bnaWdbn commebuilding component.Appllcablllin of design parameters and proem ��!\ 2.204 compression web bradng must be installed where shown+. bcorpo a000 of component and le the responsibility Ito of the building designer. �/ti 3.Additional temporary bracing to Insure stability during conetrudlon 2.Design assumes the lop bo=om chorda to be laterally braced at t./ e f} Is the responsibility of the erector.Additional permanent bracing o/ 2'o.c.and a110'o.c.soot,a respectively unless braced throughout their length by (11'E..14 �` RI -. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R DATE: 8/17/2017 tie overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown 0 0 SEQ.: K3 5 6 9 6 21 4.No bad should be applied to any wmponenl until after all bracing end 4.Installation of truss Is the reaponeib9ty of the respective contractor. fasteners are complete and at no ems should any loads greater than 5.Design assumes trusses are b be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition.et use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Desitin assumes fob bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112017 fabricate,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. August.I 1 7,201 7 8.This design is furnished subject to the limilabena set forth by 8.Plates shall be located on both faces of Puss,and placed so their center TPIM/TCA in SCSI.capias of which will be furnished upon request. lines coincide with joint center Ones. MTek USA,Inc./Com uTrus Software 7.8.8(1 L E S.Digits indicate alas of plate in Inches. P no.For basic connector plate design values see ESR-7371,ESR41688(MlTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-09-00 GIRDER SUPPORTING 7-11-00 ON TC FROM 5-00-00 TO 15-06-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 111&BTR 115-09-00 GIRDER SUPPORTING 12-00-00 FROM 0-00-00 TO 5-00-00 1- 2=(-4634) 1250 1- 6=(-1082) 3978 2- 6=( -646) 2240 4- 9=1-4084) 1256 BC: 2x6 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4232) 1194 6- 7=(-1244) 4482 6- 3=(-1160) 456 9- 5=(-2910) 770 WEBS: 2x4 KDDF STAND; 3- 4=(-4520) 1300 7- 8=( -998) 3288 3- 7=( -68) 628 2x6 KDDF A2 A LOADING 4- 5=1 -86) 258 8- 9=( -998) 3288 7- 4=( -288) 1414 LL = 25 PSF Ground Snow (Pg) 8- 4=( 0) 226 TC LATERAL SUPPORT <= 12"OC. UON. TC UN;F.LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 5'- 0.0" V BC LATERAL SUPPORT <= 12"00. UON. TC UN;F LL( 124.0)+DL( 64.3)= 188.2 PLF 5'- 0.0" TO 15'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UN;F LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 6.0" TO 15'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BC UWE,LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 15'- 9.0" V 0'- 0.0" -771/ 3006V -37/ 948 5.50" 4.81 KDDF ( 625) BC UN F LL( 125.0)+DL( 85.0)= 210.0 PLF 0'- 0.0" TO 5'- 0.0" V 15'- 9.0" -1368/ 9987V 0/ OH 5.50" 7.98 KDDF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, ADDL: TC GRIP LL+DL= 33.0 PLF 5'- 0.0" TO 15'- 6.0" V [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: TC CONC LL+DL= 2480.0 LBS @ 15'- 6.0" 9" oc in 1 row(s) throughout 2x4 webs, ADDL: BC CONC LL+DL= 1490.0 LBS @ 6'- 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9" oc in 2 row(s) throughout 2x6 webs. IMAX LL DEFL m 0.044" @ 6'- 1.7" Allowed = 0.742" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL DEFL - -0.083" @ 6'- 1.7" Allowed= 0.989" ALL CONCENTRATED LOADS ',. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. SEASONED LUMBER IN DRY SERVICE CONDITIONS MUST BE EQUALLY DISTRIBUTED BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.011" @ 15'- 3.5" TO EACH PLY OF THE TRUSS. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL - 0.021" @ 15'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-00 10-09 load duration factor-1.6, 1' / '' End vertical(s) are exposed to wind, 5-00Truss designed for wind loads 0-10-04 4-11-06 4-11-06 in the plane of the truss only. '( / T f 080* 12 6.00 M-50 M-3x6 M-3x12 IIM-4x4 2 3 4 5 -/ M U/:/: O A .-i I FU O f - N u -/ 1 f- 1 Err 7 8 ><9 o M-5x12 7714-4x4 M-7x6 M-1.5x3 M-3x12 b b 11490# y y J, 5-03-08 0-10-04 4-07-14 4-11-06 y �' p PR4FF . • 15-09 wrA, NGIN£� �'/0�� k 89200PE 1-- JOB JOB NAME : POLYGON 8 0 5 6-A - HG2 Scale: 0.4067 �40/° r~ WARNINGS: GENERAL NOTES, unlessomrad esenoled: • OREGON w vv/ 1.Builder end wagon contractor ho N be advised of a9 General Notes 1.This design is based only upon the parameters shown and is for an Individualv Truss• HG2 and Warnings before construction commences. building component.Applicability of design parameters and proper /i. L!( (1A l^ � 2.281 compression web bracing mast be Installed where Yawn,. Inccrpuretion of component Is the responsibility of ma building designer. .9).-/ 14 V 3.Additional temporary bracing to Mare stability during construction 2.Design assumes the top end bottom chords to be laterally braced at b the responsibility of me erector.Adenoma'permanent bracing of 2'continuous and at ea o.c.sun as plyplywood unless braced(TC)an W melt length ME'R R I L\ conWumre t 10.o.ng each ti plywood braced throughout anNa drywalgth b [� 4• DATE: 8/17/2017 me overall structure Is the respon ibilty of the building designer. 3.28 Impact bridging or lateral bradng required where slaw",, SEQ. : K 3 5 6 9 62 2 4.No load should be applied to any component until after ell bracing and 4.Installation of russ Is the responsibility of the respective contractor. fasteners are complete and at no yrmo should any loads greeter then 5.Design assumes mosses Cr.b be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component and are for"dry eondlibn•of use. 5.CompuTros hes no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end installation of components. scary. `q 8.Deles shall ee adequate drainage is provided.an August 17,ZQ17 S.This design Y famished subject tont limitations set fold by S.plates shell be located on both feces of truss,and pissed so their center TPIiWTCA In 13C-SI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,InciCornpuTrus Software 7.6.8)[L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=0) 0 BC: 2x9 KDDF #13BTR SPACED 29.0" O.C. 2-3=(-150) 114 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -116/ 367V -17/ 64H 5.50" 0.59 KDDF ( 625) 0'- 10.8" -132/ 53V 0/ OH 1.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,41 ;EOQIUTO:E::::: OF IBC 2015 AND IRC 2015 NOT BEING MET. 0-11-09 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' CHECKEDFOR DOPSFLIVELOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 'r ND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 12 MAX TC PANEL LL DEFL = 0.001" @ 0'- 7.9" Allowed= 0.050" 12.00 7 MAX TC PANEL TL DEFL = 0.001" @ 0'- 7.9" Allowed = 0.075" MAX BC PANEL LL DEFL = 0.003" @ 1'- 10.6" Allowed = 0.154" MAX BC PANEL TL DEFL = -0.003" @ 1'- 12.0" Allowed= 0.206" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = -0.000" @ 0'- 10.8" Design conforms to main windforce-resisting /lid -/ system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ti Truss designed for wind loads Fr I in the plane of the truss only. P O /- ti n9 ul VA o o -3x4 1 • 1 ), J, 1-00 4-00 '��`�� PR OF Fss <c� ENGINE A /04' cc- :9200p ter" JOB NAME : POLYGON 8056-A - J1 /� ' • Ill.. 0.8154 WARNINGS: GENERAL NOTES, unless otherwise noted: • N 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 A_O EG O' [� Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper G� a' ^� 2.2x4 compression web bracing must be installed where shown a. Incorporation of component is the responsibility of the budding designs. h .a 7 4 �� .` 3.Additional temporary bracing to Insure stabluty during construct/on 2.Design assumes the top end bosom chords to be laterally braced el V Is the responsibility of the erects.Additional permanent bracing of 2'o.c.and 10'o.c.respectively unless braced throughout length by MFR R i�L NY DATE: 8/17/2017 Uta overall structure is the responsibility of the building designer. continuous sheathing such as plywood eheegvng(TC)and/or drywet(BC). 3.2x Impact bridging or lateral bracing required where shown 4 a SEQ. : K3 5 6 9 62 3 4.Na load should be applied to any component until eller all bracing end 4.Installation of truss Is the responsibility of the respecnoe contrecbr. fasteners are complete and et no lime should any loads greats then 8.Design assumes busses are bs be used in a noncorrosive environment, TRANS I D• LINK design Nada be applied to any component. end are toren conditionof use. S.Danpoi ua has no pn rot over and assumes no responsibility or the a.Design assumes full bearing at an supports shown.Shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication.handling,shipment and installation of components. eau 6.This design C furnished subject to the limitations seat fold by1.Design shall meacaega n drainage is prussed. August 17,2�17 U 1n e.Platescoincide be located on both feces of truss,end placed as their center TPIAVTCA In SCSI,copies of which will be furnished upon request lines candtle wild joint cants lines. Welk USA,InalCom uTrus Software 7.8.8 1 L E 9.Digits indicate alas of plate in Inches. P ( )' t8.For...connector plate design veNes see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-4=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 56 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 293V -30/ 91H 5.50" 0.47 KDDF ( 625) 1'- 10.8" -76/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Desi•n checked for net -5 .sf u.lift at 24 "oc s•acin•. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0. Allowed= 0.100" 1-11-09 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.079" MAX TC PANEL LL DEFL = 0.004" @ 1'- 3.6" Allowed = 0.146" 12 MAX BC PANEL TL DEFL = 0.002" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.003" @ 1'- 12.0" Allowed = 0.206" 12.00 P7 • SEASONEDLUMBER IN DRY SERVICE CONDITIONS • MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. ' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • f O _ • K4 M-3x4 1 • • • b b b 1-00 • 4-00 • • • NGINE�cg /�y kc" 89200PE r" JOB NAME : POLYGON 8056-A - J2 „r / • Scale: 0.6834 WARNINGS GENERAL NOTES, unless otherwise noted: OREGON... '/s�4•. 1.Builder and erection contractorshould beadvised of an General Notes 1.This design la based only upon the parameters shown and is for an Individual 'rIf ♦� "{✓ Truss: J2 and Warnings before construction M s building component.Applicability d design parameters and proper %•L7 `^` • 2.2x4 compression web bracing mud be Installed where shown o Incorporation d component is the responsibility d the building e.elgn.r. 7 y 4 2 V 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top and bosom chords b be laterally braces e1 N the responsibility of the erector.Additional permanent bracing of 2'oI and at 19'sheo.cathing respectively as ply woods braced throughout seta all(B).ngth 'v7E..�.n IO- DATE: 8/17 2 017 the overall structure Is the responsibility of the building deal continuous dreing sn such as plywoodng ruir a where shown owner drywen(Bc). ([,.�.K / pan Nly k'B 9ner� 3.2x impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 6 2 4 4.No bad should be applied to any component until after all bracing and 4.installation tf rotrusses hhres responsi beuisyd ee ity of the respped/bai c nnWmor. fasteners are complete end at no Ilene 5. e should any bads greater thanDesignassumes TRANS I D: LINK design beds be applied to any component H. andDfor'dry condition`of use.all supports shown.Shim or was if 5.CompuTms has no control over end assumes no responsibility for menecem;;rye°m°° ^�° pp �° '17,2017 EXPIRES:' 12/31/2017 fabrication,herding.shipment and installation of components. 7.Design assumes adequate drainage Is provided. August H.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both feces of Imes,and placed so their center TPI/WICA In BCSI.copies of which will be furnished upon request lines coincide 9.Dielse indicate joint tcenterll dte size ofplateto inches. MtTek USA,InciCompuTnts$oftware 7.6.8(1L)-E to.For basic connector plate design values des E$R-1311,ESR-1988(MITek) 11 This from design re 9 prepared f oro computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-88) 77 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 308V -42/ 118H 5.50" 0.49 KDDF ( 625) 2'- 10.8" -81/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 39V 0/ II''OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-11-09 MAX LL DEFL = -0.002" @ -1'- 0.0. Allowed= 0.100" f f MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.029" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 12 MAX TC PANEL LL DEFL = 0.015" @ 1'- 10.3" Allowed = 0.240" 12.00 3 MAX TC PANEL TL DEFL = 0.014" @ 1'- 10.3" Allowed = 0.361" 01 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = -0.001" @ 2'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,SCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), , load duration factor=1.6, 1 d' Truss designed for wind loads 0 in the plane of the truss only. M M /- 0 O O M-3x4 1 ), 1 ), 1-00 4-00 0:N PR ppFscos .AGIINEk s 444 2 Ci-C' 89200PE T.,..JOB NAME : POLYGON 8056-A - J3 Scale: 0.6379 '\ ' ' ' WARNINGS: GENERAL NOTES, unleseotherwiaenaiad �� OREGON �/ 1.Sunder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an Individualy�x Truss: J3 and Wamiogs before construction commences. building component.Applicability of design parameters and proper V 2.2x4 compression web bracing must be Install d where shown+. Incbrporetton of component le the responsibility or Me building designer. //y :1(4' a ° P.}.. Additional temporary bracing to Insure stability cconstruction2.Design assumes the top and bottom chords to be laterally braced at 3.Additional V Is the responsibility of the erector.Additional permanent bracing of 2'we.and at 10'o.c.respectively unless braced throughout their length by J� �'�� continuous sheathing such as plywood ing(TC)and,or drywali(BC). -I R DATE: 8/17/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ SEQ.: K3 5 6 9 6 2 5 4.No load ehoukl be applied to any component until after a0 bracing and 4.Installation ortroes b the responsibility of the respective contractor. fasteners are complete end el no time should any roam greater than 5.Design assumes trusses are to be used in a non-corrosive enWronment, TRANS I D: LINK design loads be applied to any component. and are for•dry condition.of use. 5.CornpuTrua has no control over and assumes no responsibility for the e.Design assumes fun bearing al.n supports shown.Shim or wedge it EXPIRES: 12131/2017 necesyfabrication.handling,shipment and installation of components. I.Design sssumes adequate drainage is provided. August 17,201 7 8.This design is furnished subject to the limitations set forth by e.reales shell be located on both faces of truss,end placed so their center TPIMTCA in SCSI.copies of which will be furnished upon request. tines coincide with joint center lines. 8.Diggs Indicate size of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.8(11_)-E 10.For basic connector plate design values see ESR-1371,ESR-1850(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS '�. TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x4 HOOF N1&BTR SPACED 24.0" 0.C. 2-3=1-114) 99 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 332V -55/ 196H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.6" -77/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2 4 3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" T 4' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL = 0.061" @ 2'- 5.2" Allowed= 0.335" 3, MAX TC PANEL TL DEFL = 0.058" @ 2'- 5.2" Allowed= 0.502" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12.00 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, 1 mi Truss designed for wind loads in the plane of the truss only. 0 c • M ,_ O i _I O �/1 I 4 O M-3x4 1 J, b )' 1-00 4-00 � �� O P R OFte, � q NAGIN N /0 ' 89200PE r" JOB NAME : POLYGON 8056-A - J4 Scale: 0.5764 ,--len ./1,`,.,.- - WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /i�. 1.Builder and median contractor should beadvised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Li 41 A‘b5 OREGON `.{,/ Truss: J4 and Wamiogs before construction s. building component Applicability of design parameters and proper 2.204 compreasbn web bracing mus be installed where shown+. Incorporation of component b the responsibility of me building designer. O '1 y A 2,,0 `_'�"� 3.Additional temporary bracing to Insdre viability during construction 2.Design assumes me lop and bottom charts to be laterally braced at s f Y l0. Is the responsibility or the erecta.Additional permanent bracing of 2'o.c.and M 10 o.c.such as ply unless braced(TI(noul May length). V(:' 1 R I V\ pone r Impact sheathing or suds as plywood eheaming(TC)and/or drywell(BC). E �w DATE: 8/17/2017 the owning structure Is me respons Nifty of the building&Moe, 3.20 Impact bdtlging or lateral bracing required where shown++ SEQ.: K3 5 6 9 6 2 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss the responsibility s oto e Ilya,e resp drone tractor environment, fasteners are complete end at not ma should any loads greater than Design design bads be applied lowly con�poneM. end are o,d1 condition`of use. TRANS I D: LINK s.compurma has no control over edt assumes no responsibility o me s.Designassumes full bearing at ail supports shown.Shim or wedge k EXPIRES: 12/31/2017 necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August{ 1 7,2017 8.This design is furnished subject to the limitation set forth by e.Plates shell be located on both faces of truss,and pieced so their center TPVWTCA In BCS',copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E 1g.For basic connector plate design values see ES16-1371,ESO-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 i TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-221) 101 3-4=( -77) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -25/ 317V -63/ 188H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) 4'- 0.0" -170/ 219V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,31 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 4 -/ 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 = -0.002" @ 4'- 11.6" Allowed= 0.096" MAX TL DEFL = -0.003" @ 4'- 11,6" Allowed= 0.128" MAX TC PANEL LL DEFL = 0.027" @ 2'- 5.5" Allowed= 0.338" 12 MAX TC PANEL TL DEFL = -0.030" @ 2'- 4.0" Allowed= 0.507" 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 7 MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" 6 Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .-t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor-1.6, c o Truss designed for wind loads Loin the plane of the truss only. o ' rth 7 /- IAMBI 5WELSEM 0 M-3x4 1 1 b b l 1-00 4-00 0-11-09 �`I�tGb PROFF e. co ‘AGINEk- t9/0 �` 89200PE fir" JOB NAME : POLYGON 8056-A - J5 AiliiiIIIIP„/ . Scale: 0.5260 -'tom - ' WARNINGS: GENERAL NOTES, unless filthiness noted OREGON iil /a� 1.Builder and erection contractor should be advsed of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual l F-1 C�.74!IY * "4/ Truss: J5 and Warnings balers construction commences. building component Applicability of design parameters and proper ✓ .a4 �N�� 2 2x4 compresabn web bracing must be detelled where shown+. Incorporation of component is the responsibility of me buiding designer. <0 -7 r A V 3.Additional temporary bracing to here stability during construction Z.Design assumes IM top and bosom chorda to be laterally braced at C/ 'Y by Is the responsibility of the erector.Additional permanent bracing of c'continuous and at sheathing hin.sad,ss ply unless esOdnced)TC)andfor out Meir length), M s,,,, L� DATE: 8/17/2017 the overall structure Is the responsibility of the buildhg designer. 3.2a Impact bridging or lateral bracing required where shown 0 drywall(BC). H SEQ. : K3 5 6 9 62.7 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is Be responslblsty of the respective contractor. fasteners are complete and at no time should any loads greater Men 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and ere fa'dry condition"of use. 5.CampuTres has no control over and assumes no responaibitity for the 6.Design assumes fue bearing at at supports shown.Shim or wedge if EXPIRES; 1 2/31/201 7 ceseary. {q i L! 1 C l! fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,201 7 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 TPI/WTCA In SCSI,copses of which will be furnished upon request. lines coincide with joint center Tines. B.D6ils Indicate else of plata in Inches. MITek USA,Inc./CompuTnls Software 7.6.8(10-E 10.For basic connector plate design values see ESR.1311,ESR.1080 Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS - li TRUSS SPAN 5'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-275) 228 3-4=( -66) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -18/ 319V -81/ 2020 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 44V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -166/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.6" -27/ 43V 0/ OH 1.50" 0.07 LODE ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING(Jts:2,5,3,4' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) 4 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL = 0.018" @ 1'- 11.2" Allowed= 0.338" 'W MAX TC PANEL TL DEFL = 0.016" @ 1'- 11.2" Allowed = 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 SII MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.8" 12.00 17 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' ) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor-1.6, N Truss designed for wind loads 1 in the plane of the truss only. a 0 I to o O O �� 5�� O M-3x4 I I 1-00 4-00 1-II-09 �, C,�'NG pal Ez. 6,> 2 89200PE �r" JOB NAME : POLYGON 8056-A - ,J6 Scale: 0.4690I.l /lam WARNINGS: GENERAL NOTES, unless omerwise noted any 1.Builder end erection contract should beadvised of all General Notes 1 Thls design Is based only upon the parameters shown and Is for an Individual OREGON N Qs A. Truss: J6 and Warnings before C rstmctlo oln building component.Applicability 01 design parameters and proper �1�/ 'I'j �f1 � 2.244 compression web bracing mull be installed where shown v. incorporellon d component h the responsibility dins building designer. _7 714 V 3.Additional temporary bracing to m Sure stability during construction 2.Design assumes me by and boom chords t be laterally braced al 7.., i°the responsibility of me erector.Additional 1 bract f 2'ntin end at 1g'hin respectively a ply iotas braced(TC)and/or out mein all(B). �` R'f O- Pennanen ng o coos.an a a 10.o.cg such as ely unle s braced th uboutt air hn(BC). DATE: 8/17/2017 the overall atructre la the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown•• SEQ.: 143500028 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no Nie should any loads greater than 5.Design assumes trusses are to be used in a nen-corrosive environment TRANS I D: LINK design tads be applied t any component and are 8 s mecondition. use.supportswedge 5.CompuTras has no control over and assumes no responsibility for the 6.newinti beadt°" shown.Shim or If EXPIRES: 17/31/2017 snassu This design lish shipment ar t the IlmOatio d components,forth yts, 8.Design assumes el located on bdoth face Is truss,d. August 17,2017 6.This is furnished subject to limitations eel fold by S.Rates shall be located on both faces of Irvu,and placed so their center TRIM/TCA in SCSI,copies of wh1Eh will be furnished upon request lines coincide with)Dint center lines. S.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 650-1311,ESR-1956(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-334) 286 3-4=( -89) 58 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF • DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA 1 OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 315V -94/ 229H 5.50" 0.50 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 11.2" -195/ 276V 0/ OH 1.50" 0.35 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 11.6" -54/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3,41 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 4 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" 0 MAX TC PANEL LL DEFL = -0.010" @ 2'- 2.4" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.012" @ 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.004" @ 6'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 6'- 10.8" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 3 (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. , 0 m o '"- N O 1 M-3x4 y 1-00 y 4-00 y 2-11-09 y t`yc`V QF`C(.S GINEk. 6> l'S 61 2 89200PE JOB NAME : POLYGON 8 0 5 6-A - J7 ,.4' �V Scale: 0.4231 'lam - WA Cr WARNINGS. GENERAL NOTES, unless otherwise noted: OREGON <C/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran mdMtlual Truss: J7 and Warnings before construction commences building component Applicability 01 design parameters and proper ^ 2.2x4 compression web bracing moat be installed where Mown+. incorporation of component is the responsibility of me building designer. 0 '47)'. 14 A 4� W�w� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally Belt et (,/ G R' '.1 {y tt is the responsibility of the erector.Additional permanent bracing or 2'o.c.and e110'ac.respectively unless i thhr throughout their length by IO- DATE: � [_ DATE: 8/17/2017 the overall structure is the responsibility t the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rf pon y o mg 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : w3 5 6 9 6 2 9 4.No load should be applied to any component until after all bredng end 4.Installationof hiss k the responsibility Mme respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment design mads be lied to an end are far"d condition"of use. TRANS ID: LINK b applied ycomponent. ry 5.Com aims has no control over and assumes no res 8.Design assumes mil bearing al asupporta shown.Shim or wedge d EXPIRES:' 12(312.017 p ponsibiliy for the necessary. r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. August.I 1 7,21 7 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both faces of trues,and placed so their center TPIANTCA In SCSI,copies of whloh will be fumished upon request. lines coincide wish joint center Ines. I.Digits indicate size of plate in Inches. MiTek USA,Int./CompuTrus Software 7.6.8(11.)-E 10.For basic connector plate design values see ENR-13t t,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF R16BTR SPACED 24.0" O.C. 2-3=1-406) 350 3-4=1-122) 86 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -12/ 30611 -106/ 257H 5.50" 0.49 KDDF ( 625) LL - 25 POE Ground Snow (Pg) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 11.2" -232/ 326V 0/ OH 1.50" 0.42 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -76/ 115V 0/ OH 1.50" 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,5,3,41 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed= 0.100" J MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL = 0.007" @ 2'- 3.9" Allowed= 0.338" 1/1 MAX TC PANEL TL DEFL = -0.006" @ 1'- 11.2" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ 7'- 10.8" MAX HORIZ. TL DEFL = -0.005" @ 7'- 10.8" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 N I un 0 07 rd O /- I 0 I O 1 M-3x4 ,t,D PR OFF s 1-00 y 4-00 b 3-11-09 y �.c� NGINEF9/,�.. .w :9200PE 17<- JOB NAME : POLYGON 8056-A - J8 Scale: 0.3813 t WARNINGS: GENERAL NOTES, unless otherwise noted • OREGON Sr 1.Builder and erection contractor h Id beadvised of all General Notes 1.This design is based only upon the parameters ahovn and Is for en individual �a mow- 1 /4"441 ,,, Truss: J8 end Warnings before construction es. building component Applicability of design parameters end proper 74. 4,1 '/A �O'` ` Z.2z4 compression web bracing must be Installed where shown 0. incorporation of component h the responsibility of Me building designer. r/'s '<l}". 1 A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda 10 be laterally braced al �•/ Y is the responsibility of the erector.Additional permanent Orating of 2'continuous end at 10'o.c.respectively unless braced(TC)an f rusk length by E-R R IO- DATE: 8/17/2017 the overall structure Is the respond mn f the build designer. 2s Imp a t sheathing such as plywood aired here s and/or aywan(ec). L ty o big g 3.2a Impact bridging or lateral bracing required where shown•+ SEQ.: K3 5 6 9 6 3 0 4.No load should be applied to any component until after all bracing and 4.IInnstallatlao�ftrusslsIs8ethe he are to of a^esppeee respective ant fasteners are complete end al no time should any loads greeter than B nm design loads be applied to any com`wneeI and are for"dry condition.of use. TRANS I D: LINK 5.CompuTrus has no contra over at,41 assumes no responsibility forme 6.Design eceumae NA bearing at all supports sheen.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling.shipment and Installation of components. s assumes g a.Plates es aced on drainagefaces is provided. August 17,2017 II This design is furnished subject to the limitations set loon by e.Plates snag be located on both lavas a truss,and paced so their center g TPIIWTCA in SCSI,copies ofwhich MI be furnished upon request. lines ooindde with joint center lines. B.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.80 LYE 10.For basic connector plate design velues see ESR.1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" COND. 2: Desi•n checked for net(-5 •sf) u•lift at 24 "oc s•acin•. TC: 2x9 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND Design conforms to main windforce-resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Wind; 190 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TOTAL LOAD = 92.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 4-00 1' T 12 12.00 M-1.5x3 3 o I .All rtl 0 oT 2 m , 0 i P11.111111=111=11111=1 Lo 0 0 M-3x4 4 1 M-1.5x3 J‘ b y 1-00 4-00 <<-V‘___, 0 P R pFFSS ��5 �NGIN9 ✓d `.c' 89200PE ter" JOB NAME : POLYGON 8056-A - J8DRAG -�'' Scale: 0.5281 es. .. /� WARNINGS: GENERAL NOTES, unless olherMsunated -y ,OREGON �.' , 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown end Is for an IndMtlual G Truss: J8DRAG and Warnings before construc1bncommences. bulldingcomponenlApplicabilityofdesignparametersand r proper / 2.2s4 oompreesion web bracing must be Installed where snow", 14 Inwrporedon of component is the responsibility of the building designer. ✓/t 7,J 2,0'\, )''‘„,"\:-'S 4��••�- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes U•tap and bottom chorda b be laterally braced et 40 l: r Is the responsibility of the erector.Addilonai permanent bracing d 2'o.e.end at 10'o.c. a ply unless braced throughout Meir length by 4,46..)" • 1 -. DATE: 8/17/2017 continuous sheathing such as plywood ghee whereC)and/or drywan(BC). -s"/"h` the overall structure la the responsibility of the buhding designer. 3.2s Impact bridging or lateral bracing required shown+v SEQ.: K 3 5 6 9 6 31 0.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of be respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-csrtosive environment, TRANS I D: LINK design bads be applied to any component. and are for'thy condition•of we. 5.Compuima has no wnirol over and assumes no responsibility for Me 6.Design assumes full bearing at an supports shown.Shim or wedge If EXPIRES: 12/3112017 necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and pieced so their center TPIIWTCA in SCSI,copies of which 0111 be furnished upon request. lines coincide with pint center lines. MiTek USA,Ir1cJCom This Software .8.8 9.Digits indicate size of plate In Inches. pu71 L( )-E 10.For basic connector plate design values see EBR-1311,ESN-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-467) 352 3-4=(-213) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1 -77) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -12/ 310V -114/ 2998 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -224/ 324V 0/ OH 1.50" 0.41 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 8'- 0.0" -162/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,6,3,4' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 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" 1. 4 MAX LL DEFL = -0.002" @ 8'- 11.6" Allowed= 0.096" MAX TL DEFL - -0.003" @ 8'- 11.6" Allowed= 0.128" MAX TC PANEL LL DEFL = -0.005" @ 1'- 11.2" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.006" 8 1'- 11.2" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.007" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 7'- 11.2" 12 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w load duration factor-1.6, 'I Truss designed for wind loads a' in the plane of the truss only. 3 i 01 I M o /- i IMIIIMIMMIIMIEI 0 1 M-3x4 03 PRQFE y y y '.. y < G 1-00 4-00 4-11-09 �� -� s/F9. O �`49 89200PE r JOB NAME : POLYGON 8056-A - J9 , 0,/.�•!. Scale: 0.3524 F. •�••' WARNINGS: GENERAL NOTES, unless otherase noted +�}. OREGON �[/.a 1 SWlder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an individual F ♦y v Truss: J9 and Warnings before construction oennmences. building component Applicability of design parameters and proper �� 2.2a4°ompressbn web bracing must be installed where shown+. incoryoradon a component is the responsibility or the ddwing designer. LSO " y 14 3.Additional temporary bracing tow re stability during construction 2.Design assumes the by end bottom chords to be laterally braced al th by is the responsibility of are erector.w anal permanent bradng of continuous at such as plywood sheathing(TD)and/or drywa10'o.c.respectIvery unless braced throughout their ll C MFR R ILA- DATE: 8/17/2017 the overall structure is the respon Ibeity of the building designer. 3.25 Impact bridging or lateral begins required where shown++ SEQ.: K3 5 6 9 6 3 2 4.No wad should be applied to any mponsnt until ager at bracing and 4.Installation of truss is the responsibility of Be respective contractor. fasteners are complete and at no should any loads greater than 5.Design assumes trusses are to he used in a noncorrosive environment. TRANS ID: LINK design bads be applied to any co ponent andere 'g 'bearidition.ng.a. 5.CompuTrus has no control over and assumes no responsibility for the e.°�w ""'°°°" 'at supports"'°�"s"""or wedge" EXPIRES 12/31/7017 necessary fabrication,handling,shipment an'Il installation of components. 7.Design assumes adequate drainage is provided. August 17,20 17 1 7 6.This design Is furnished subject Iq the limitations set huh by e.Pretes shall be located on both faces of Was,and placed so their center TPINOTCA in SCSI,copies of whish ell be furnished upon request lines coincide with joint center Ones. 9.Digits Indicate else of plate In inches. MiTek USA,Inn./CompnTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR.19e9(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1113TR LOAD DURATION INCREASE = 1.15 1-2=1 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3 (-502) 452 2-6=(0) 0 = 3-4=(-261) 202 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -69) 32 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -14/ 311V -133/ 314H 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -223/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -163/ 242V 0/ OH 1.50" 0.31 KDDF ( 625) 9'- 11.6" -23/ 37V 0/ OH 1.50" 0.06 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,3,4,5 5 -/ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed- 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX TC PANEL LL DEFL - -0.008" @ 2'- 0.8" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.009" @ 2'- 0.8" Allowed = 0.507" 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. TL DEFL = -0.008" @ 9'- 10.8" 12 Design conforms to main windforce-resisting 12.0017 system and components and cladding criteria. Wind: 140 mph, h=15.3ft, TCOL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor-l.6, 'i Truss designed for wind loads ,6 in the plane of the truss only. 0 I 3 oo IJ m f-I O -, 0 1 M-3x4 ), ), J, y ��Ep P R OFFS ' 1-00 n-oo 5-11-09 �NGIN.E.E. �/p , 2 4 fi ` 89200PE r" JOB NAME : POLYGON 8056-A - J10 ,= Scale: 0.331610/r= WARNINGS: GENERAL NOTES, unless otherwise noted: '!� /'�('� '�(, Truss: J 10 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and is for en individual yj w O Il EG O N �4 and'Naming,before consWction commences building component Applicability of design parameters and proper !r {� 2.204 compreselon web bredng must be Installed where shown 0. incorporation of component is the reeponN6111ry ora,.building daslgner. �0 q)!' (y°� 3.Additional temporary bracing to Insure stability during construction Z Design assumes the lop and bosom chords to 6e laterally braces el /11 -,-,14 (r �{� N the responsibility of the eros or.Additional permanent bredng of 2'o.e.end al hoe o.c.respectively unless braced throughout their length by rf A � L\-- DATE `_ : 8/17/2017 the overall etrmturs la me responsibilitycontinuous sheathing or such as plywood faired ng(TC)andrw drywall(ec). /•7 o!the building designer. 3.2z Impact bridging or lateral bracing required where shown i• SEQ.: K3 5 6 9 6 3 3 4.No bin should be applied to any component until after Al bracing and 4.Installation or truss Is the responsibility of the respe thre contract°, fasteners aro complete and el no time should any loads greater than 5,Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are or ery conditionof use. 5.CempuTnes has no control over and assumes no responsibility for the S Design assumes he bearing at all supports shown.Shim or wedge If EXPIRES: 17/31/2017 G. fabrication,handling,shipment and insmaaaon of components. ne sign assumes e 8.This design is bneshed subject to the limitations set forth by 8.Plates shah be lloocateegd o nbdrainage oth faces glot truss,s and placed so their center d. August 17,2 17 TPINVICA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L}E 5.Digits Indicate she of plate in inches. 70.For basic connector plate design values see ESR-1711,ESR-1888(Mflek) 11.1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-546) 504 3-4=(-315) 255 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1 -89) 59 BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -15/ 312V -147/ 345H 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -225/ 298V 0/ ON 1.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -186/ 275V 0/ OH 1.50" 0.35 KDDF ( 625) 10'- 11.6" -52/ 80V 0/ OH 1.50" 0.13 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,3,4,5I I 5 -/ ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1i MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL - 0.009" @ 2'- 0.8" Allowed= 0.338" MAX TC PANEL TL DEFL = -0.010" @ 2'- 0.8" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 10'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 10'- 10.8" 4 Design conforms to main windforce-resisting 0 system and components and cladding criteria. 12 12.00 7 I Wind: 140 mph, h=15.8ft, TCDL4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, N Truss designed for wind loads ,-1 in the plane of the truss only. Tr 0 i 3 , l m 7 1 6 1 M-3x4 `�°v PROFFS /t�S1 '' GINE 9 5,.9 yl oo y 9 0o y s-11 09 y 5 t`� F O Q :9200P JOB NAME : POLYGON 8056-A - J11 "' � 01, Scale: 0.3053 a� 110 cr WARNINGS: GENERAL NOTES, unless otherwise noted: O R EG O N 4, I.Builder and ereclbn contractoru111 be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an IndMdual 74, .wy D( Truss: Jl l and Warnings before construction anmences. building component Applicability of design parameters and proper /i(} �0N _{ 2.2x4 compression web bracing ma l be metalled where shown+. Incorporation or component is the responsibility of the ballding deelgner. a ��'^ 3.Additional temporary bracing to In ore stability during construction 2.Design assumes the by and bottom chorda to be laterally braced at Is the responsibility 1 the erector. Itlonal t bracing of 2'continuous end at ea o.c.such a ply unless heated throughout ihelr tengM by Ery R'�1 ty o permanent 2.o.o.and t 1(7Ning such as plywood sheathing(TC)brcedtrou and/or sir length b j!'''�j �•+ DATE: 8/17/2017 the overfill structure is the respon bllty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 6 3 4 4.No load should be tippled to any mponent until after all bracing end 4.Installation of trues I the responsibility of Be respective contractor. fasteners are complete end at no me should any cede greater then 5.Design assumes busses are to be used Ina non-corrosive environment, end are for'dry condition.of use. TRANS I D: LINK design loads be applied to any co portent. 5.CanpuTrus has no control over a responsibility for the B. assumesDesign tue bearing at all supports chasm.Shim or wedge H EXPIRES:' 12/31/2017 sary. fabrication,handling,shipment a assumes no 7.Design assumes adequate drainage isprovided. August 17,2017 6.This design Is furnished subject td the limitations set forth by 8.Plates shell be located on both then o1 fuse,and placed so their center TPIN6TCA in SCSI,copies of sit+win be furnished upon request. lines coincide with joint center lines. 5.Digits indicate dee of plate In Inches. MiTek USA,Inc./ConlpuTrus Software 7.6.8(1L)-E 10.For belie connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1-2-1 0) 80 2-6=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-600) 556 3-4=(-380) 314 TC LATERAL SUPPORT <- 12"OC. U061. LOADING 4-5=(-123) 87 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD- 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -45/ 314V -183/ 440H 5.50" 0.50 KDDF ( 625) 3'- 9.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 11.2" -266/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 7'- 11.2" -263/ 334V 0/ OH 1.50" 0.43 KDDF ( 625) 11'- 11.7" -92/ 120V 0/ OH 1.50" 0.19 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING;Jts:2,6,3,4,5 5 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f. r MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.011" @ 2'- 2.4" Allowed- 0.338" MAX TC PANEL TL DEFL = -0.011" @ 2'- 2.4" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.011" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.011" @ 11'- 10.9" Design conforms to main windforce-resisting 4 system and components and cladding criteria. 12 I Wind: 140 mph, h=25.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12.00 (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. c 0 Pd 3 0 rc 0 irt ' O 1 M-3x4 �� p P R pFFss y y y y �5 1�GINE /� 1-00 4-00 7-11-11C� 9 '2 444 �" :9200P 1- JOB NAME : POLYGON 8056-A - J12 � . - Scale: 0.2842 w/ WARNINGS: GENERAL NOTES, unless otherwise noted, OREGON 11. �� Truss: J 12 Balder and erection contractor should be advised or all General Notes This design Is based only upon the parameters shown and la for an lochs/Gust 74^ s). t and Warnings before construction commences building component Applicability or design parameters and proper / , 4 �Q�N�^� 2.204 oompresslon web bradng must be Installed where shown.. Inmryoretbn of component k the responsibility of Me building designer. �/t _7 J 3.Additional temporary bracing to insure stablllty during cansbucfon 2.Design assumes the top end bodan chorda to be laterally braced at V r k the responsibility St the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless bred Mraghd/their length by c `�� DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 2s Inr continuous sheathing such as bracing rd sheathing(TC)and/or drywan(Bc). ` R 1 10- DATE: 20 Impact bridging or Glens!bracing required where drown t o 1 ,1 SEQ. : 1(3569635 4.No load should be applied to any component unm after all bradng and 4.Installation of trues b the responsibility of Ilse respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design Gads be applied to any component. and are for'dry condition"of use. 5.CompuTms has no control over end assumes no responsibility for the G.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 febdcanen,handling,shipment and Installation of components. 7.Deelgs assumes adequate drainage Is provided. August 1 7,2017 6.This design'a furnished subject b the llm'aions set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. MiTek USA,Inc./Com uTnls Software 7.6.8(10-E 9.Digits Indicate size of plate In Inches. P10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS '.; TRUSS SPAN 9'- 4.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 58 2-6=(-287) 563 3-6=(-604) 277 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-622) 266 6-4=(-147) 80 WEBS: 2x4 KDDF STAND 3-4=( -64) 60 LOADING 4-5=( -5) 2 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT 1= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -114/ 704V -27/ 888 5.50" 1.13 KDDF ( 625) '* For hanger specs. - See approved plans 9'- 4.5" -47/ 421V 0/ OH 5.50" 0.67 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. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL = -0.043" @ -2'- 0.0" Allowed= 0.267" MAX BC PANEL LL DEFL - -0.191" 8 9'- 8.3" Allowed.. 0.365" MAX BC PANEL TL DEFL - -0.115" @ 4'- 8.3" Allowed - 0.486" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL - 0.004" @ 8'- 11.0" '.. MAX HORIZ. TL DEFL = 0.006" @ 8'- 11.0" 5-02-12 3-10 0-03-12 Design conforms to main windforce-resisting T ' f f system and components and cladding criteria. 12 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3.00 of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, 5 Truss designed for wind loads 4 " in the plane of the truss only. M M-1.5x3 • 3 co w o N 2 sirM f I 6 o M-3x4 M-3x4 y b ," 8-11 0-05-08 b 2-00 y 9-04-08 b �9 O PRp,�6,s ,-k- 89200P E �v" JOB NAME : POLYGON 8056-A - K1 -+ . Scale: 0.5019 0 '. : WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 1.Builder and erection connector hold be advised of all General Notes 1.This design is based only upon the parameters shown and is for an 8dbdual �4. Truss: Kl and Warnings before construction can ences. building component Applicability of design parameters and proper `' ,0 2.204 compression web bracing mu 11 tie Installed where shown i Incorporation of component h the responsibility of the building designer. ��O 7 14 ,`+ �� 3.Additional temporary bracing to In rurR stability during construction 2.Design assumes the top and bosom chords to be laterally braced at (]• Is the responsibility f the erector.Additional 1 bradn ( 2'o.e.end at 10'o.c.respectively unless braced throughout their length15 by 4/JL:�y �+ S� ty o permanent g o continuous ehethmg such as pywood eheathing(TC)aid/or drywall(BC). 44,,��("j 4' DATE: 8/17/2017 the overall structure Is the respontbatty of the building designer. 3.2e Imped bridging or lateral bracing required where shown a a SEQ.: K 3 5 6 9 6 3 6 4.No mad should be applied to any component until after all bracing and 4.Installation of Miss Is the responsibility of the respective contractor. fasteners are complete and et no rima should any loads greater than 5.Design assumes Misses are to be used in a noncorrosive environment, TRANS I D: LINK daalgn loads be applied to any component. and are for full Mlimn'gab opo wedge 5.CompuTrus has no control over a(,d assumes no raapnnaibility for the Dbearing tail supports Shim or wad If EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage Is provided. August 17,2017 8.This design is furnished subject to Ne limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA in BCSI,copies ofwMgh will be furnished upon request. lines coincide with joint center Nnes. 5.Digits Indicate ewe of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 55 2-5=1-20) 24 3-5=1-117) 99 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2-3=1-67) 29 WEBS: 2x4 KDDF STAND 3-4=( -5) 2 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -135/ 508V -11/ 43H 5.50" 0.81 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.0" -17/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) .« For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed- 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL - -0.041" @ -2'- 0.0" Allowed- 0.267" MAX TC PANEL LL DEFL - 0.020" @ 1'- 9.5" Allowed= 0.199" 3-07-09 0-03-12 MAX TC PANEL TL DEFL - 0.022" @ 1'- 8.2" Allowed= 0.298" SEASONED LUMBER IN DRY SERVICE CONDITIONS 't i' 12 MAX HORIZ. LL DEFL - 0.000" 8 3'- 7.3" 3.00 " MAX HORIZ. TL DEFL - 0.000" @ 3'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, M-1.5x3 End vertical(s) are exposed to wind, 4 Truss designed for wind loads 3 -/ in the plane of the truss only. II nl O I Ir) O r ti o O I N o f- 1 2>ii‹ .. 5 M-3x9 M-1.5x3 1 ), b 3-07-04 0-03-12 b l y 2-00 3-11 _. p PROF4,, `5ON73INs4\ � 89200PE �� JOB NAME : POLYGON 8056-A - Ll _ /.i Scale: 0.6531 [�^' WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON ` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 17� fl l.7 K Truss: Ll and Warnings before construction commences buildingApplicability of design parameters and N pomponen ppproper ,,t �/}�, (� 2.2x4 compression web bracing moat be installed where shown v I^ootporedon of component Is the responsibility of the building designer. /O t r -14 2° �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me lop and bottom chorda to be laterally braced al {„sh b the responsibility of the erector.Additional permanent bredng of 2'o.c.and e110'o.c.respectively unless braced throughout their length by � � 10-- DATE: 8/17/2017 me overall structure bine reaponslbNily of the building designer. continuous sheathing such as plywood sheathing/7C)and/or drywall/BC). (�+ d 3.2x Impact bridging or lateral bracing required where shown r+ SEQ.: K3 5 6 9 6 3 7 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, deal loads be applied to an pone^ and are for"dry condition'of use. TRANS ID: LINK g^ no Ycom 6 5.CompuTnrs has control over and assumes no responsibility for the 8.Design assumes AG bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Inatagation of components. necessary. 7.Design assumes adequate drainage is provided. August 17,2017 6.This design Is furnished subject to the limitations set forthby 8.Plates shall be located on both faces of truss,and placed so their center TPIN✓ICA In BCSI,pop's of which will be furnished upon request. lines coincide with joint center lines. Wee USA,Inc./Com uTrus Software 7.6.8(10-E 9.Digits Indicate size of plate In Inches. Pno.For basic connector plate design values see 058-1311,ESR-1988(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1bBTR ,, LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1bBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-00 7-00 12 12 4x4 12.00 7 3 N12.00 11 Mo /l1lIi O 111 N YY O 0 1 rM-4x4 _M-4x4 O PRdFE �CC,, s J 1-00 y 14-00 y C0`` �__```GINEk-6:. S/O'� cx- 89200PE <' JOB NAME : POLYGON 8056—A Ml � .�-� "'"" Scale: 0.3531 4 Is,,, unless othenlse noted n C{_ iNGS: GENERAL NOTES, OREGON OI� 1K 1.Builder and erection contractor should Be advised of all General Notes 1.This design Is based only upon the parameters shown and b t«an individual A Truss: M 1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2s4 compression web bracing mu I be inataned where shown.. Incorporation of component Is the responsblity of the building designer. 174w 4,-1).- 1 4 2,O bracing to in cure stability during construction 2.Design assumes the lop end bosom chords to be laterally braced el 3.Additional temporary2'o.c.and at 10'o.c.respectively unless braced throughout their length by MSR `L�- Is the reaponsibiMy of the erector.Additional permanent bracing of continuous sheathing such as plywood aheatMng(TC)and/or drywall(BC). (^"� 1 DATE: 8/17/2017 tM overall structure Is the rasponglbNty of the building designer. 3.24 Impact bridging or lateral braGng required where shown 4 4 4.No load should be applied to any#omponenl until afar at bracing end 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K3 5 6 9 6 3 8 fasteners are complete end at no time should any loads greater than 5.Design assumes busses ere to be used in a noncorrosive enWmnment, TRANS ID: LINK design toads be applied to any component. 8.Do and coreroreyconelMn^aruse. u bni t«Me n ass mes fun bearing at all supporta shown.Shim or wedge N EXPIRES: 12/31/2017 8.Compurrus has no control over and assumes no res responsibility necessary. r� .1 fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage b .l provided. August 17,20 17 8.This design Is fumished subject to the limitations set forth by 8.Plates shall be located on both laces of Cruse,end placed so their center TPI/TCA in BCSI,copies of which wit be furnished upon request. Mee coincide with joint center lines. 9.Digits Indicate else of plate in Inches. MITA USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforoe-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)t-DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-00 6-00 '( '( T 12 12 11M-4x4 12.00 P7 2 12.00 IN o _,o Nr N o i -/oI l 0 o M-3x4 M-3x4 ❑ r J, 12-00 y 1-00 y �C�` �G'EC`. /O '�' 89200PE r JOB NAME : POLYGON 8 0 5 6—A — N1 ''�'''� Scale: 0.3881 I •��.. . le WARNINGS: GENERAL NOTES, uniese otherwise noted: - O R EG O N 1 i� 1:Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and Is for an Individual 1. �,/ Truss: NI and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 comprembn web bracing must be towelled where shown e. Incorporation of component Is the responsibility of She building designer. �� 1 y�t �,/� -��i- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Ubraced the top and bottom chords to be laterally al by is the responsibility of the erector.Additional permanent bracing of T ac,and sheathingt 10'o.c.respectively unless braced(TC)throughout r dryeir length). MSR R 10- DATE: 8/17/2017 the overall nhuaure ie me responsibility f the bulbi deal mer. comm p impact bridging or Wensuch as plywood required et where s and/or drywell(BC). pon ty o building 9 3.2x Impact bdtlglhg or lateral bracing required where shown.. S E K3 5 6 9 6 3 9 4.No load should be applied to any component until after all brackp end 4.Installation of Buse is the responsibility of the respective contractor. 4' fastener,are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a nal-corrosive environment. TRANS ID: LINK design loads be applied to any component. and ere for'dry condition'of use. 6.Design assumes NA bearing at all supports shown.Shlmorwedge If EXPIRES: 12/31/?017 5.CompuTrus has no control over end assumes no responsibility for the fabrication,handling, no.scary. r� .1 edisubje and installation s set components. 1.Designassumesoadequateon both Is provided. AugUSt 7r2�17 e.This design is furnished subject to the limitations sal faro by 6.Plates shall be totaled on both laces of truss,and placed co Meir center TPIPNTCA b SCSI.copies of which will be furnished upon request tnes coincide with Joint center lines. 9.Digits Indicate she of plate in inches. Wok USA,Inc.feompuTnls Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF HIRER 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=18.9ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-11-08 3-11-08 12 12 IIM-4x4 12.00 7 3 N 12.00 A\ 0 0 0°.m • • 2 .A11111 1111111111L. 4 _, pij 0 0 M-3x4M-3x4 1 y 1-00 b 7-11 y l-0o Y ,<<, �,© � QF'�ss k7tJGINE;� /�� :922000PE ! JOB NAME : POLYGON 8056-A - R1 , • scale: 0.4928 W_ •I • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor shouldb advised of all General Notes 1.This design Is based only upon the parameters shewn and Is for an indMdualOREGON 41 Truss: RI and Warnings before constructiona building component Applicability of design parameters and proper N� 2 2x0 compression web bracing mull be IneteAad where shown Incorporation of component la the responsibility of me building designer. <)�:7 Y. 1 A 20 �4 3.Additional temporary bracing to Insure stability during construction2.Design assumes me top and bottom chorda to be laterally braced at la the responsibility of the erector. iddllbnal t bratl r 2'os.and x110'o.c.respectively unless braced throughout their langur by M-h R 11-A parmanen ng c continuous sheathing such h as plywood sheathing(TC)and/or drywall(BC). !'i �- DATE: 8/17/2017 the overall structure Is the respond Illy of IM building designer. 3.1x Impact bridging or lateral bracing required where shown++ SEQ.: K3569640 4.Noloadehoddbeapplied bany cbmponentuntil atter ell bracing and 4. tall,Ouoftrwstheeres responsibility ^eenreeapene00y��mr.environment. fasteners are complete and at no tithe should any loads greater thanDesign TRANS I D: LINK design bads be applied teeny eehyenent B.0 sign assumes dry condition'. o fullllIDtleea,re use. i ail supports shown.Shim or wedge if 5.CompuTres has no control over end assumes no responsibility for the necessary. EXPIRES: 12/31/2017 fabrication,handling,shipment andinstallation of components. 7.Design assumes adequate drainage Is provided. August 17,2017 e.This design Is furnished subject to fie limitations set forth by B.Plates shall be located on both faces of trues,and placed so thee center TPIAVrCA In SCSI.copies of whist)will be fumlehed upon request. limes coincide with bent center lines. 9.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=1-6) 155 6-3=10) 171 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=1-286) 77 6-9=(-6) 155 WEBS: 2x4 KDDF STAND 3-9=(-286) 78 LOADING 9-5=) 0) 80 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 94611 -114/ 114H 5.50" 0.71 KDDF ( 625) 7'- 11.0" -80/ 947V 0/ OH 5.50" 0.71 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL - -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL - -0.002" @ 8'- 11.0" Allowed- 0.100" 3-11-08 3-11-08 MAX TL DEFL = -0.003" @ 8'- 11.0" Allowed= 0.133" T T T MAX TC PANEL LL DEFL - 0.098" @ 5'- 7.0" Allowed= 0.332" 12 12 MAX TC PANEL TL DEFL = 0.096" @ 5'- 7.0" Allowed = 0.498" SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x612.00 V N12.00 3 4.0" MAX HORIZ. LL DEFL = 0.001" @ 7'- 5.5" Al MAX HORIZ. TL DEFL = 0.001" 8 7'- 5.5" �� Design conforms to main windforce-resisting system and components and cladding criteria. Hind: 140 mph, h=18,4ft, TCDL-9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. co M O O In i N O o O M-3x9 M-1.5x3 M-3x4 1 J. l l 3-11-08 3-11-08 l 1-00 l 7-11 l 1-00 l 5�'�NG F4'so 89200PE c' JOB NAME : POLYGON 8056-A - R2 ' ''�,,,,-�--- Scale: 0.4803 �� WARNINGS: GENERAL NOTES, unless otherwise noted: S7,, 1.Builder and erection contractor should be advised of all General Notes 1.This design I•based only upon the parameters shown and le for an individual -yG ,,,_OREGON res �i(f Truss: R2and warnings before construction commences. building component Applicability of design parameters end proper �J y^ 2 254 compression web bracing must be Installed where shown+ Incorporation of component b the responsibility of the building designer. </\ '.7 y 14 2.43..\ ' �= 3.Additional temporary bracing to Insure stability during construction 2. le,Design assumes the top and bottom chorda to be laterally braced at V Y." 1 reeponaWAly of the erector.Additional permanent bracing of T o.c.end at 10'o.c.respectively unless braced throughout Meir length by E7 DATE: 8/17/2017 tna overall structure Is the reaps Obey of building de•I continuous sheathing each e.bracing re sheathing(TC)envoy arywalgec). �`�R R 10- '0. ' designer. 3.2s Impact bridging la lateral bracing required where shown•• SEQ. : 8(3569641 4.No bad should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respectNe contractor. fasteners are complete and at no Dna should any loads greeter then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition.of use. 5.CampuTms hes no control over and assumes no responsibility for the 6.Design assumes hut bearing al all supports shown.Shlm or wedge If EXPIRES: 12/31/2017 cossary fabrication,hendlin u g.shipment and installation of components. T.Design assumes adequate drainege Is prodded. August 17,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MRek USA,Inc./Com uTrua Software 7.8.8 1 L E 8.Digits indicate ales of plate In inches. P ( )- 1 O.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 7-11-00 GIRDER SUPPORTING 27-10-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1788) 378 1-4=(-224) 1130 4-2=(-476) 2330 BC: 2x6 KDDF #1&BTR 2-3=(-1788) 378 4-3=(-224) 1130 WEBS: 2x6 DF SS; LOADING 254 KDDF STAND A LL- 25 PSF Ground Snow (Pg) TC UAIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 11.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TC LATERAL SUPPORT 0= 12"OC. UON. BC USIF LL( 322.9)+DL( 239.6)= 562.5 PLF 0'- 0.0" TO 7'- 11.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT 0= 12"OC. UON. 0'- 0.0" -549/ 2480V -93/ 93H 5.50" 3.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.0" -549/ 2480V 0/ OH 5.50" 3.97 RODE ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"5.131 DIA GUN REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 B" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL DEFL = -0.017" @ 3'- 11.5" Allowed = 0.467" 9" oc int row(s) throughout 2x4 webs. MAX TC PANEL LL DEFL = 0.048" @ 5'- 7.0" Allowed = 0.274" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-11-08 3-11-08 .r ,r MAX HORIZ. LL DEFL - 0.002" @ 7'- 5.5" MAX HORIZ. TL DEFL = 0.003" @ 7'- 5.5" 12 12 M-4x6Desi n conforms to main windforce-resisting 12.007 12.00 4 2 9.0" system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, I I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1 - Truss designed for wind loads in the plane of the truss only. 'A M-5x12 M-5x12 o f o of 1% -,,-<-34 <-3 i M-3x6 I ). b 3-11-08 3-11-08 7-11 1 �sc�D PRppt CO GINE, g /0.0. 44 11 'z" :9200P r JOB NAME : POLYGON 8056-A - R34011P Scale: 0.5001 a/ WARNINGS: GENERAL NOTES, unless othemdee noted: OREGON y '�(,/� 1.Builder and erection contractor should be advised or ail General Notes 1.This design Is based only upon the parameters sham and Is for an Individual A Truss: R3 and warnings before construction commences. building component.Applicability of design parameters and proper �4, %�I � �` 2.2xa compresaron web bracing must be installed where shown«, Incorporation m component Is the responsibility m me building designer. /� _7 .� ,� 2. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chorda to be laterally braced at V by Is Bre responsibility of the erector.Additional permanent bracing of 2'contme.inuous end a110'oc.respectively unless braced(TC)a oil r dryeir broth). - M *'R R11-\-- DATE: 8/17/2017 the overall structure Is the lie siL1 f oro builds designer. 2 i moue ausingi or such as acing relywood uirsd sheathing(TC)s o n•drywall(BC). poli Y Nh'o ng 9ner. 3.2z Impact bridging or lateral bracing required where shown«« S E K 3 5 6 9 6 4 2 4.Na load should be applied b any mponent until after all bracing and 4.Installation of truss b the responsibility of me respective contractor. Q'' fasteners are complete and al no titne should any loads greater than 5.Design assumes trusses are robe used in a noncasssive endrenment, design beds be eppitetl to any arnprmenl. and are for`dry condition'.of use. TRANS I D: LINK responsibility for the s.De�en assumes uN bearing at all supports shown.Shim or wedge If 5.CampuTrus has no control over and assumes no EXPIRES: 12/31/2017 necessary. fabrication.handling,shipment and:installation of components. 7.Design assumes adequate drainage is prodded. vided. August 1 7,20 1 1 7 8.This design is furnished subject to a limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TRW/7CA In BCSI,copies of which vAll be furnished upon request line coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTnls Software 7.8.8(11)-E I8.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1(16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. 2-3=(-81) 31 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD- 42.0 PSF 0'- 0.0" -145/ 577V -14/ 93H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -121/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 95V 0/ I'OH 1.50" 0.15 KDDF. ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,3 I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed= 0.200" 6.00 57' MAX TL DEFL = -0.041" @ -2'- 0.0" Allowed- 0.267" MAX TC PANEL LL DEFL = -0.004" @ 1'- 3.7" Allowed= 0.259" MAX TC PANEL TL DEFL = 0.006" @ 1'- 5.2" Allowed= 0.389" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 - MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. N M /- o I MIIIIIIIIIIII toO 0 2 rte' 4 111911.- 1 M-3x4 1 b 1' 1' y 2-00 2-00 1-11-13 � 5 '' "''6' /%2 89200PE fir' JOB NAME : POLYGON 8056-A - SJ1 Scale: 0.7424 in. WARNINGS: GENERAL NOTES, unless omarwise noted: OREr1ON 1.Builder and erection contractor should be advised of all General Notes 1.Thie design 8 based only upon the parameters shown end Is for an IndMdual )j Il L�77 'V Truss: SJ1 and warnings before construction commences building component Applicability of design parameters and proper L'" ��/ 43�'P� 2 2x4 compression web bracing must be inalenetl where shown.. incorporation of component is the reeponalb lily of the bllding designer. <0 '7' y A 3.Additional temporary bracing to Mame atabllity during construction 2.Design assumes the top and bottom chorda w be laterally braced et i Y is the responsibility or the erecta.Additional permanent bradng o! 2'o.c.and a110'o.c.respectivelypanises braced throughout melt length by 4,14,•r, ` �. Nel DATE: 8/17/2017 ins overall structure Is the responsibility of the building designee continuous streaming such as plywood air ethlrq(T and/or drywsil(BC). R 4 3.2s Impact bridging or lateral bracing required where shown 0t a0 1 SEQ. : K 3 5 6 9 6 4 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-conoshe environment, TRANS I D: LINK design wads be applied to any component. and are for•dry condition'of use. 5.Campania has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 mcafabrication,handling,shipment and Installation of components. y.Pates sahall aledon drainage Is trussed. August 7,2017 e.This design Is famished subject to me echelons set forth by e.Plates shell be coaled on both laces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be fumiehed upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTNs Software 7.8.8(10-E 9.Digits Indicate aha of plate in inches. P10.For basic connector plate design values see ESR-1311,ESR-1988 Wel,) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 13/" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failu a to Follow Could Cause Property a (Drawings not to scale) Dam 9 a or Personal Injury offsets are indicated. 1 rY MEDimensions are in ft-in-sixteenths. Iii4k Apply plates to both sides of truss 1 2 3 1. Ad Additional stability bracing for truss system,e.g. and fully embed teeth. da onal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Trus bracing must be designed by an engineer.For 0'116 wld truss spacing,individual lateral braces themselves O ma require bracing,or alternative Tor I MI-IMIIEO 166.111yA•vi) p bra ing should be considered. O3. Neer exceed the design loading shown and never 1.1.111141110, Uasta k materials on inadequately braced trusses. O 4. Pr ide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 6-7 C5-6 H de igner,erection supervisor,property owner and plates 0- ',A'from outside BOTTOM CHORDS all ether interested parties. edge of truss. 8 7 6 5 5. Cu members to bear tightly against each other. 6. Pla e plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joi and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Idc:.tions are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. De ign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIfTPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Un=ss otherwise noted,moisture content of lumber sh-II not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Un-ss expressly noted,this design is not applicable for PLATE SIZE us'with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Ca ber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 res.onsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 ca ber for dead load deflection. the length parallel to slots. 11.Pia e type,size,orientation and location dimensions irtd cated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in.II respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published sp=cified. �/ by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.To chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 sp cing 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. 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. ■�� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. UN 18.Us of green or treated lumber may pose unacceptable _mom en ironmental,health or performance risks.Consult with pr ect engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Re iew all portions of this design(front,back,words Plate Connected Wood Truss Construction. an pictures)before use.Reviewing pictures alone is of sufficient. DSB-89: Design Standard for Bracing. Rineeks BCSI: Building Component Safety Information, 20.De ign assumes manufacture in accordance with Guide to Good Practice for Handling, AN I/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013