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Plans (82) IMUlt 1Si CA- We\aiNv-- MiTeke 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. 89200PE Y' LOREGON to /.0 9Y1420� �, '- RRI 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 ANSUTPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 3.2" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <— 12"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)4-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 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 1SPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-07-10 9-07-10 1' T T 12 12 11 M-4x4 12.00 7 3 12.00 AL 1/11,, 2 ill 111111L , of -/o al ul 1 Ar AM I 1 M-3x4 M-3x4 1-00 y 9-03-04 y `c. `— PRQp �C�� NGINE`cq /�2 C'' :920:92200P �<' JOB NAME : POLYGON 8056—A — Al / 0 Scale: 0.4470 wen /'t/'� WARNINGS: GENERAL NOTES, unless othenvisenoted: ' OREGON 1.Builder and erection contractor a ukf be advised of all General Notes 1.This design Is based only upon the parameters shown and le for an IndMdual J ( Truss: Al and warnings before construction commences. building component.Applicability of design parameters and proper 4...):0,�1 2^�� ' 2.2x4 compression web bracing mu 1 he instated where shown T. incorporation d component la the responsibility of He hulloing designer, 7 y" 1 4 V 3.Additional temporary bracing to In urs stability during construction 2.Design assumes the lop and bottom chords w be laterally braced at f is the responsibility of the erector.Additional permanent bracing of 2 continuous sheathing such eta plywood sneating(TD)^dlor rdrywell(BC M�� unless throughout their RIO- DATE: x© 8/17/2017 the overall structure Is the resPon bky of the budding designer. 3.20 Impact bddging or lateral bracing required where show^* SEQ. : K3569566 4.No load should be applied to any mponentuntil after all bracing and 4.Installation tallatonofbuweeheresbb I�ftOe^�pp nlhte0 lneslor.environment, fasteners are complete and at no Inc shook any loads greater than Design assumes design loads be applied m any component. end are for'dry condition.of use. TRANS I D: LINK 5.compurrus has no onad over and assumes no responsibility for the 8.Deesiignnassumes full bearing at as supporta shown.Shim or wedge If EXPIRES. 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject w the limitations set forth by B.Plates shat be located on both lases of miss,and placed as Heir center August 7,2� 7 TP11WTCA H SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate in inches. MITek USA,InciCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.2" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-5=1-8) 179 5-3=10) 206 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=1-349) 88 5-4=1-8) 174 WEBS: 2x4 KDDF STAND 3-4=1-344) 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 BRG REQUIRED ERG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" O'- 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. 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 - -0.002" @ -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" MAX TC PANEL TL DEFL - 0.150" @ 2'- 8.4" Allowed a 0.594" 4-07-10 4-07-10 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 12 MAX HORIZ. LL DEFL - 0.001" @ 8'- 9.8" M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 8'- 9.8" 12.00 F N12.00 3 4.0" Design conforms to main windforce-resisting 111 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, MWERS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. to o All1111111 o N2.1=111 S N 0 0 1 M-3x4 M-1.5x3 M-3x4 I I b 4-07-10 4-07-10 {y [� y 1-00 y 9-03-04 y `�' ``1GP 'S8 " 89200PE r JOB NAME : POLYGON 8056-A - A2 Scale: 0.4436 CC WARNINGS: GENERAL NOTES, unless otherwise noted. 74,• OREGON h /t 1 Builder and erection contractor should be advised of RI General Notes 1.This design is based only upon the parameters shown and b for an Individual /�,..OREGON♦Vt. J�"'V Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper / %Ll Q,, 2.2x4 compression web bradng must be metalled wham shown+ Incorporation of component h the responsibility of the bulking designer. O _7 r 14 3.Additional temporary bracing to insure stability during conetrucgon 2.Design assumes the top end bottom chords to be laterally braced al //�w., Y{ b the reepanslbltity of Iha erecta.Atltll9onel parmanenl bredng of 2'o.c.and at 10'o.c.respectively unless braced 8ttoughout their length by al`R R l O- DATE: 8/17/2017 the waren structure Is the responsibility f the buaki deli mer. continuous sheathing or each l b plywwd aired l C)and/or drywell(Bc). porn h o rip 9 7.Zx Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 5 6 7 4.No load should be applied to any component until after all bracing and 5.4.Design of truss Iss the he area bebulaetlitya B,5 respective vconnWmonment, r. fasteners are complete and at no time should any bads greater than assumes ion.of use. TRANS I D: LINK design bads be applied to any component. 8.Design eea'umee and are tor y/WI Ilbeadng at all supports shown.Shim or wedge H 5.conpuTma has no control over and assumes no responsibility for the EXPIRES: 1213112017 mammy. fabrication.handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 17,2017 B.This design Is furnished subject to the imitation set forth by 8.Plates shell be located on both feces of truss,end placed so their center TPMNTCA In BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MTek USA,Ino./GompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1998(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 ROOF f116BTR: LOAD DURATION INCREASE = 1.15 1-3=(-376) 111 1-5=(-58) 204 3-6-(0) 191 2x6 KDDF 81&BTR Ti SPACED 24.0" O.C. 2-3=( 0) 0 5-6=(-51) 209 BC: 2x4 KDDF #1&BTR 3-4=(-394) 176 6-4=(-46) 210 WEBS: 2x4 ROOF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -934/ 445V -95/ 90H 140.50" 0.71 KDDF ( 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.025" @ 18'- 3.3" Allowed= 0.396" 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" 11-03-02 . ' MAX BORIS. TL DEFL = 0.002" @ 20'- 0.8" T 1' Design conforms to main windforce-resisting 14-03-02 1-06-13 4-08-05 system and components and cladding criteria. 12 IIM-4x4+ 12 Wind: 190 mph, h-22.3ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, N� (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 12.00 7 a 12,00 load duration factor-1.6, Truss designed for wind loads Gable end truss on continuous bearing wall. in the plane of the truss only. M1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. 111 M-4x6 o@ A41 a _ 3I of r.1 sem v =� M-3x9+ M-5x6+ "/M-9x1 o M-3x6 M-3x4 Io . Y l L 15-10-1Q1 4-07-10 1-00 ' 20-06-04 y ,��, a PaaFess �`� ENGI N F9 /per �' :9200PE yr AlliPJOB NAME : POLYGON 8056-A - B1 /}+ Scale: 0.2067 OREGON 10 ` WARNINGS GENERAL NOTES, unless Shedd. parameters noted. �/ A_ ' ro() A. ft 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 IndMduel 4"</y•YJ�,+e' 1 V Truss: B 1 and Warnings before cansWclmn commences. building component Applicability of design parameters and proper �./ (4 2.2n4 compression web brassy m t I ha Installed where shown v. Incorporation of component b the responsibility of Me building designer. F///...,,,,,, 3.Additional temporary bradng to len are stability during construction 2.Design assumes the top and bosom chorda to be laleratly braced al 1 ` is the responsibility of the areolar.additional permanent bracing of 2.o.c.and et 10'o.c.respectively asplywood unless braced throughout their length by !�R I L w DATE: 8/17/2017 the overall sWcture is the responsbi billy of the buiwing designer. continuouszIm ctsheathingosuch bracing acog required aired ham a and/or 0rywell(BC). 3.In Impact bridging or Or lateral regsretl where shown SEQ.: K3 5 6 9 5 6 8 4.No bad should be applied b any component until star all bradng and 4.Inaullelton of truss is the responsibility of the respective contractor. 12/31/2017 fasteners are complete and et no arts should any heads greater than 5.Design assumes trusses sses are be used in a nancorroslve environment, and are for aonanbn^Dross. EXPIRES: TRANS I D: LINK design wads be applied to any nomponent. 5.CompuTt a has no control over and assumes no responsibility for the 6.Design assumes MI bearing at all support shown.Shim w wedge t August 17,2017 fabrication,handling,shipment and Installation of components. assumes I.pates acted one drainage Is provided. 6.This design h furnished subject totlro limitations set forth by 6.Pletes shall be ionated on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coindde with Joint center linea 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ES11-1311,ESR-188H(MRek) 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 f1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(-107) 689 3-7=(-312) 292 BC: 2x9 KDDF *1&BTR SPACED 24.0" O.C. 2-3=(-939) 256 7-6=(-108) 573 7-4=(-261) 613 WEBS: 2x9 KDDF STAND 3-9=(-726) 294 7-5=(-316) 292 LOADING 4-5-(-725) 308 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 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 PSF 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 KODF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 10-03-02 10-03-02 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 1 f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 5-02-05 5-00-13 5-00-13 5-02-05 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.020" @ 10'- 3.1" Allowed = 0.980" T f 1' fi T MAX TL DEFL - -0.033" @ 10'- 3.1" Allowed= 1.307" 12 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS M-4x6 12.00 7 N 12.00 MAX HORIZ. LL DEFL = 0.010" @ 20'- 0.8" 9.0" MAX HORIZ. TL DEFL = 0.016" @ 20'- 0.8" 4 �i Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=24.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 • 3 A r1 4111.. n o ��1211.. 111111=111111111111111111.1 .A� In 0 0 1 M-3x4 M-3x8 M-3x6(S) M-3x4 tt J, I. I. 10-03-02 10-03-02 EO PR • Op 12-00 y 6-06-04 y �`�� ...~GINE, o, tS T /O J, y , 1-00 20-06-04 4C/ ` .7 Ct' 89200PE r° JOB NAME : POLYGON 8056-A - B2 "'� Scale: 0.2440 i° WARNINGS: GENERAL NOTES, unless otherwise noted f11'�C/�t"1AI /s� i Builder and erection contractor should be advised of e4 General Notes 1.This design is based only upon the parameters shown and Is for an IndMdual ./d 1�1 EGON t V♦ "(f Truss: B 2 and Warnings before caldrucibn commences building component Applicability of design parameters and proper �/ _/Lf 2z�`� 4� 2.2s4 compression web bradng must be installed where shown« incorporation of component Is the responaWlllry W Na building designs /`s _7 y 1 A V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced al [/ ^ Y ��. is the responsibility of the erector.Additional t bracing of Y n.a end at to o.c.respectively unless braced(TC)and/or n throughout snap length by `R R 1 L� permding continuous ridging r such as ptywcod aired ing(TC)ew tt drywall(BC). [� DATE: 8/17/2017 the overall structure la me responsibility of IM building designer. 3.2z impact bridging or lateral bradng required where shown++ SEQ.: K 3 5 6 9 5 6 9 4.No load should be applied to any component until after all bracing and 4.Installa5on of russ is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then H.Design assumes trusses are to be used In a non-conosive environment, anTRANS I D: LINK design bads be applied to any component. 5.Design are for mea full of a all supports shown.sh m or wedge if • 5.CompuTrus has no control over and assumes no responsibility for the necessary. aEXPIRES: 12/31/2017 fabricaben,handling,shipment end Installation of components. 7.Design assumes adequate drelnage Is prodded. August 1 7,20 1 7 8.This design Is fumlehed subject to the limitations set forth by 8.Mates shall be located on both faces of truss,and pieced so their center TPpWTCA In SCSI,copies of which will be furnished upon request. Ilnes coincide with Joint center lines. 9.Digits 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-1311.ESR-1958(MITA) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-06-09 GIRDER SUPPORTING 33-03-04 FROM 5-00-00 TO 20-06-09 IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 80 2- 9=1-1364) 6142 9- 3=1 -666) 3120 7-13=(-464) 2204 BC: 2x8 KDDF 61613TR 2- 3=(-9236) 2062 9-10=1-1358) 6108 3-10=1-1896) 998 WEBS: 2x9 KDDF STAND; LOADING 3- 4=(-7106) 1680 10-11=1-1059) 9884 10- 4=1 -814) 3452 2x6 DF S5 A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5950) 1380 11-12=1 -952) 4709 4-11=1-2710) 796 2x6 KDDF #2 B TC UN.F LL( 50.0)+DL( 14.01= 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 UN F LL( 0.0)+DL( 20.01= 20.0 PLF 0'- 0.0" TO 5'- 0.0" V 6- 7=1-6839) 1618 13- 8=1-1198) 5580 11- 6=1-2262) 636 TC LATERAL SUPPORT <= 12"OC. UON. BC UN F LL( 390.91+01( 285.81= 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+01= 3071.0 LBS @ 9'- 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. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I'- 0.0" -1651/ 7298V -267/ 275H 5.50" 11.68 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 20'- 6.2" -1750/ 7808V 0/ OH 5.50" 12.49 KDDF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/�/ 9" oc Sc 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICDND. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing. /�\/X\ 7" oc in 2 row(s) throughout 2x8 bottom chords, 9'• oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 2 row(s) throughout 2x6 webs. I MAX LL DEFL - -0.001" @ -1'- 0.0" Allowed- 0.100" 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" 1. 1'. 9' 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 'r' MAX HORIZ. LL DEFL - 0.016" @ 20'- 0.8" 12 12 . MAX HORIZ. TL DEFL - 0.033" @ 20'- 0.8" M-5 6 12.00 7 12.00 5 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. ALL CONCENTRATED LOADS issMUST BE EQUALLY DISTRIBUTED Wind: 140 mph, h-24.3ft, TCDL-9.2,BCDL-6.0, ASCE 7-10, TO EACH PLY OF THE TRUSS. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loadduratiofactor=1.6,Trussdesigndfor windloadsM-3x6 in the plane of thetzuss only. 14111111\11111 M-3x6 3�r:? , 5x16 ' ro 1.10 MilI_I_ in - _4 i 9 10 11 12 13 �8 O Io M-3x12 -M-8x8 M-8x10 M-5x8 M-3x8 to M-7x6(5) l 3071# , ). ), y b 4-00 2-11-13 3-03-05 3-03-05 2-11-13 4-00 © PRO s s ..1, 12-00 �. y 8-06-09 y \�� vyGINE /0 1-00 20-061-09 '89200PE �f JOB NAME : POLYGON 8056-A -il B3 Sale, 0.2070 -1 WARNINGS: GENERAL NOTES, uolese otherwise noted: 7/ 'OREGON �`:14// 1 Builder and erection conirsclor a be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndMdual ` ♦A. Truss: B3 and Warnings before construction mantes. bullding component.Applleabldry of design parameters and proper 2Q N. P� 2.204 compression web bracing mus be Installed where shown u, incorporation m component Is the responsibility m the building demgner. �/\ Y 3.Additional temporary bracing to Ins re stability during construction 2.Design assumes Bre tap and bosom chorda to be laterally braced et �./ 14 le IM responsibility m the erector, dllonel permanent bracing o! 2'a.c.end m 1a o.c.respectively anises braced throughout their length by �$� 0- DATE: 8/17/2017 the overall structure is the respond of the builds designs, continuous ridging or such as plywood aired here s ownand•drywell(BCI. I' pon Ny ng3.2z Impact bridging or lateral bracing required where shown�+ SEQ.: K3 5 6 9 5 7 0 4.No bad should be applied to any mponentuntil after all bradng and 4.Instaliadon of truss Is the responsibility of the respective contractor. fasteners are complete and at no 11 should any loads greater than 5.Design assumes trusses are to be used in a non-cortaslve environment. TRANS I D• LINK design loads be applied to any co hent and ars is,d nonad on or nes. 5.CompuTrus has no control over and assumes no responnsibiliy for the 6.Design sore es full bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. resume 7.Design a aedatboremageto trussd., August 17,2017 6.This design is furnished subject to the Nmilationa sal forth by e.Plates shall be located on both feces of truss,end placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MTek USA,)noiCom uTrus Software 7.6.8(10-E 10.Fasdlcoeszer lamaInign values P .For basic connector pleat In Inn vemaa sae ESR-1311,ESR-7888(MlTek) 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=(-723) 721 1-3=(-985) 986 2-3=(-560) 519 BC: 2x9 RODE #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORS 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 POE 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 KDDF ( 625) LL = 25 PSF Ground Snow (Pq) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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- 0.989" BOTTOM CHORD CHECKED FOR 1OPSF 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" ,r ,r MAX HORIZ. TL DEFL = -0.009" @ 0'- 5.5" 12 12.00 M-1.5x3 ICOND, 3: 250.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting 2 system and components and cladding criteria. iii .1000010 i Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) areexposed to wind, Truss designed forwind loads in the plane of the truss only. rot O I N o m r1 I O iLe-, FA L I 1 �3 M-3x4 M-1.5x4 ,3 b 4-00 �`�'4D Pf7hL•-ss �� GI N Es.,, /t -7 ©� c 89200PE r' JOB NAME : POLYGON 8056-A - BP1 _,411111P401°.;/..7� _ Scale: 0.5503 - 0,_ Ct- WARNINGS: GENERAL NOTES, unless othenviae noted: �� O[]E!'t i^'1 is 1 �/x 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1-7 L7 V V * "47 Truss: BP 1 and warnings before construction commences building component Applicability of design parameters and proper s �f �" i 2x4 compression web bracing must be Installed where shown 4. Incorporation of component is the responsibility of the building designer. IO "7 i A r'1 ��"'�' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �./ 1 Y L la the reaponalbAHy of the erector.Additional permanent bredng of Z o.c.and at 19 o.n.respectively unless braced throughout their length by s-s DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. continuousxImpa sheathing such l as plywoodre airedsheatline shown al 0 drywall(BC). '� f 0- TRANS � ^g grrer. 3.2z Impact bridging or lateral bracing required whore �0 SEQ. : K3 5 6 9 5 71 4.No bad should be applied to any component until after all bredng end 4.Installation of truss is Sr.responsldlay o1 the respective contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a noncorrosive environment T RAN S I D• LINK design loads be applied to any component and are for'dry condition•of use. 5.Co Tms has no contra over and assumes no responsibility for the I.Design assumes full bearing at all supporta shown.Shim or wedge Jrmpu panty ly necessary. EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 1.Design assumes adequate drainage Is provided. August 17,2017 6.Thu design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of boss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request lines coindde with Joint center lines. 9.Mi Tek USA,Inc./CtxnpuTrus Software 7.6.8)11}E o.For bsits coniodic We of plate in g�a connector plate design values sea ESR-1311,ESR-1960(Wok) 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/Cg=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-347) 348 3-4=(-447) 447 3-1=(-1688) 1670 4-2=(-254) 233 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 1-4=(-1505) 1504 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT G= 12"OC. UON. i2 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 17 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 PST Ground Snow (Pg) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LLL/240, TL-L/180 M-1.5X3 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 I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 1'- 6.8" 1 MAX HORIZ. TL DEFL - 0.001" @ 1'- 6.8" ill ICOND. 3: 250.00 PLF SEISMIC LOAD. Design conforms to main windforce-resisting //M-4x4 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), f load duration factor=1.6, �. End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. to c 0 0 1 0 1111111 M-3x4 =M-9X9 ,<(5', ,O PROP b 1-10-04 b '-c�r :9200PE fir" JOB NAME : POLYGON 8056-A -iBP2 ��' Scale: 0.5967 t I WARNINGS: GENERAL NOTES, unless otherwlee noted ' OREGON * � 1 Builder and erection contractor W be advised d all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1�- - CK Truss: B P 2 and warnings before construct commences. building component Applicability of design parameters and proper JCA t �(� �� • 2.2x4 compression web bracing 1 t e Installed where shown+. imcoryuration of component b the responsibility of the building designer. G<O (r 1 4 v 4 3.Additional temporary bracing to tits stability during construction z.Design assumes the top and bottom chords to be laterally braced at t Is the responsibility of Bre motor Additional 1 brecin f 2'teas and at 101 au.respectively woods braced(TC)an tit their length by Eli R t�\ ly permanent g o continuous t 101 a.such ti plywood s braced throughout and/or sir length b fir' DATE: 8/17/2017 the overall structure Is the res PON of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S EQ K 3 5 6 9 5 7 2 4.No load should be applied to any mponent tenni after all bracing and 4.Installation of buss Is me responsibility of the respective contractor. fasteners are complete and at no me should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design Wads be applied to any po"e"t. and are for'drya condition"or use. 5.CornWTrve hes no conal over end assumes no responsibility for the 6.Design full bearing at all supports shown.Shbn or wedge H EXPIRES: 12/31/2017 necessary. u fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 H.This design is furnished subject to the limitations set form by 8.Plates shell be located on both faces of buss,and placed so their center TPIM'TCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITak USA,Inc.ICompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1LBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24,0" O.C. ICONS. 3: 250.00 PLF SEISMIC LOAD. I 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 ISE 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 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-1.5x3 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. !t M-3x4 1 • 1 Lc' I ,r Qo � 19- 3x4 00 M-3xj 1L io C1 Ole 00 IsmimillIssi f -/ 3 5 -M-4x4 yy-�� p M-3x4 ��c,) I"RQp4`�t� y y `c; NGINEE' /� 1-10-04 89200PE -If�< JOB NAME : POLYGON 8056—A — BP3 .'' Scale: 0.4406 (�. ill WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �4✓"A•. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 41 Truss: B P 3 and warnings before construction commence. building component Applicability of design parameters and proper / %1f '4 -k- 2. z.zeta compression web bracing must be installed where shown+. Incorporation of component Is me responsibility of the building designer. 0 7 y 14 1J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords b be laterally braced at e' is the responsibility of the erector.Additional permanent bracing of zo ntos and at 1g'o.c.such as ply unless braced(7C)an throughout mete length by �f'S R I L1." continuous Impact ehging a,such as ction thethebuilding required where shown++ SEQ.: K 3 5 6 9 5 7 3 4.No bad should be applied to any component until after all bracing end 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nan-conosive environment, design beds be applied to any component. and are for`dry endkb°of use. TRANS I D: LINK 5.comw7me has so control over arta assumes no responsibilityme 8.Deegn assumes full bearing at all supports mown.shim or wedge If EXPIRES: 12/31/2017 necessary. fabrication,handing,shipment and installation of components. 7. eign assumes adequate drainage is prodded. August 17,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,end placed so their center TPIIWTCA In BC31,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate sire of plate in inches. MiTek USA,Ino./CompUTras Software 7.13.8(11.)-E 10.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 SII TRUSS SPAN 1'- 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x8 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1 SPACED 24.0" 0.0. 'COND. 3: 250.00 PLF SEISMIC LOAD. 1 WEBS: 2x9 KDDF STAND Note:Truss design requires continuous LOADING bearing wall for entire span UON. TC LATERAL SUPPORT <= 12"OC. UGH. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP All connections and attachments of components to form 12 TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is the responsibility of the engineer of record. 12.00 7 LL = 25 PEP 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-3x4 1 44/k 01 4-3x4 m IIM-4x4, 4_ I y1 o 1 V ,o O co • • MI mill m111111l11 • f --s 3 5 14-4 x6 ❑ IIM-4x4 � �© PRIOF ,,. J, 1-10-04 b w�' NG'NE�i9 `�/0 • 'x' 89200PE r' JOB NAME : POLYGON 8056—A — BP4A*nr. Scale: 0.3687 LM VI m WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON C/"'Yl A I '/ai. I.Builder and erection contractor a old be advised of all General Notes 1.This design le based only upon the parameters shown end Is for an IndMdual /��.O Il Cl.OIV y�� i.(✓ Truss. B P 4 and wamings before construction merlon. building component.Appl cabiuty of design parameters and proper / F4l O�N 4 • 2.204 compression web bracing mu be installed where shown a. Incorporation of component la IM responsibility of the building designer. /\ y A 3.Additional temporary pacing to In stability during construction 2.Design and at ly the tap and bosom chorda to be laterally braced el I Y �� Is the responsibility of the erector. dllbnel permanent bredng of continuous2o.c.end at 10'o.c.respectively unless braced throughout their length by DATE: 8/17/2 017 Ne owrell doctors b Ins roepon bll f the hooding deal her. 3 Iaorng such as plywood sheathing(TC)�)^ «drywen(Bc). [�R R 1 \ oy o g p bridging or lateral bracing S E K 3 5 6 9 5 7 4 4.Na load should be applied to any noonent until after all bracing and 4.Installation of was Is the reaponslbley of me respective contract°.. 4• fasteners are complete end at no should any loads greater than 5.Design assumes trusses are to n be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any c«Mponent. 8.and els.a mea mlldi611eann g at Nl supports shown.shun or wedge g 5.C«npuTnA hes no control over arid assumes no responsibility for the necessary. SEXPIRES.T ' 12/3112D 17 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. August 1 7,2017 6.This design is furnished subject to the limitations set fain by S.Plates shall be located on both faces or truss,end placed so their center 9 TPPWTCA In BcSl,copies of which will be furnished upon request tines coincide with joint center lines. 9.Digits indicate sloe of Wale in Inches. MTak USA,InciCompuTrus Software 7.6.8(1 L).E to.For basic connector plate design values see ESR-1311,ESR-1863(Mliek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 10.3" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF d1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 'COND. 3: 250.00 PLF SEISMIC LOAD. 1 WEBS: 209 KDDF 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. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 92.0 PSF the structural system for imposed seismic loadingis M-9x6 I I M-9x9 y ' P the responsibility of the engineer of record. 1 2 LL - 25 PSF Ground Snow (Pg) I Design assumes shear panel to align with verticals (EI _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. in adjacent trusses. 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 cm ,-I i'1,4)0 .-1 toIIM-9x4 II I o loo o ch m 1 I _ _ /inti/////// 3 5 M-4x6 IIM-4x4 �1-10-09 INE.Cn 6> ,.1� T ��t ' 89200PE r' JOB NAME : POLYGON 8056-A - BP5 _ Scale: 0.4081 �: mmm 10 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON R EG O N tk /`^l.. 1.Builder end erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters shown and Is for an IndMdual / �j Truss: BP5 and Warnings before constsetbn commences building component Applicability of design parameters and proper //" B 20� A` 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of Me building designer. /O 14 C^-•t^- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda b be laterally braced et t.! ` is the responsibility of the erector.Additional permanent bracing of 2'o.c.end e110'o.c.rsuch vely unlace braced throughout Meir IengM by e� �'I�(Yh DATE: 8/17/2017 as impact us sheathing such as pywood eheeming(Tcl anmor drywag(BC). "tip the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v• SEQ. : K3 5 6 9 5 7 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fastener,are complete end et no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosse environment, TRANS I D: LINK design loads be applied to any component. end are for^dry condition^of use. 5.CompuTms has no contra over end assumes no responsibility for Me S.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. necessary. 7.Desassumes adeguaN drainage 8.This design is furnished sutra.to Me limitations set forth by 8.Matenshall be Ioceted on both facesis of truss,ad.and placed so their center August 17,2017 TPIIWTCA In BCSI.copies of which will be furnished upon request lines coincide with Joint center lines. B.Digits Indkete she of plate in inobes. MiTek USA,Ino./CompuTnus 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 1'- 10.3" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.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"0C. SON. DL ON BOTTOM CHORD= 10.0 PSF All connections and attachments of components to form TOTAL LOAD= 92.0 PSF the structural system for imposed seismic loading is 1:1,4-4x4 M-3x4 the responsibility of the engineer of record. LL = 25 POE Ground Snow (Pg) f 1 2 --! Design assumes shear panel to align with verticals -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. I I 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 i I M-3x4 r o 0 I M-3x4 I I I' S Jr o 4 o t I r • I I - I I __ 1 7- - 7- ///////////// 1 --f 3 5 -M-4x4 M-3x4 CQc ) PROpp- 1 1-10-04 y �r\�� ANG'NE�9 s/�� " 89200PE r • JOB NAME : POLYGON 8056—A — BP6 Scale: 0.5014 'allt Ct.. WARNINGS: GENERAL NOTES, unless otherwise noted: .p OREGON I.Builder end erection contractor should be adueed of all General Notes 1.This design is based only upon the parameters shown and Is for an IndWiduel ! Da t Truss: BP6 and Waminge before construction commences. building component Applicability of design parameters and proper ��~ z.2o4 compression web bracing m tet be installed when shown+. Incorporation of component Is the responsibility of he building designer. �.0 • 1 4, O 1- 3.Additional temporary bracing to I tsure stability during construction P.Design assumes the top and bosom chorda to be laterally braces at M Is the responsibility/the ereclo.Additional 1 brad f 2'o.c,and at 1M Data respectively unless braced throughout Meir length by L"' ��. poli ty o permanent rg o continuous sheathing such as plywood a fired where (TC)and/or drywell(BC). (�. DATE: 8/17/2017 the overall structure Is the restIblllry or the building designer. 3.20 Impact bridging or lateral bracing required where shown+v SEQ. : K3 5 6 9 5 7 6 4.No load should be applied to en component until after all bracing and 4.Installation of truss Is the responelN9ty of the respectNe contractor. fasteners are complete and at na time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any*went. Dile areforfull condition'g a a support shown. wedge 5.CompuTme has no control over Ind assumes no responsibility to the e.Design m"°°a"^ "' Shim°'�°d " EXPIRES: 12/31/2017 necessary. + febnration,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,201 7 W 5 A This design Is furnished subject the Ilmilabons set forthby 8.Plates shall be located on both faces of truss,and placed so hNr center TPI WTCA In SCSI.codes of which will be famished upon request lines cdndde whh pint center lines. 9.Digits Indicate size of plate In Inches. MTek USA,InciConpuTrus Software 7.6.8(10-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 1'- 10.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-347) 348 3-4=(-447) 447 3-1=(-1688) 1670 4-2=(-254) 233 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 1-4=(-1505) 1509 WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 12.00 r DL ON BOTTOM CHORD= 10.0 PSF 0'- 0.0" -1660/ 1706V -464/ 469H 5.50" 2.73 RODE' ( 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 "oc spacing. I M-1.5x3 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. T MAX HORIZ. LL DEFL @ 0.001" @ 1'- 6.8" , MAX HORIZ. TL DEFL = 0.001" @ 1'- 6.8" ICOND. 3: 250.00 PLF SEISMIC LOAD. I Design conforms to main windforce-resisting "/M-4x4 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 verticals) are exposed to wind, Truss designed forwind loads in the plane of the truss only. Lo I 0 v9 I oI V' 11111111 11111111.1.11111111 3 q M-3x4 -M-4x4 „( NGINE.F9 /pi, b 1-10-04 y • `r�,... 89200PE �r' JOB NAME : POLYGON 8056-A - BP7 4111 ! • Scale: 0.5967 � �� .-^'.. WARNINGS: GENERAL NOTES, unless otherwise noted {1I!!y /��^' ��`. 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end b for an intlMduel O R G ,"1 Truss: BP 7 and Warnings before construction commences building component Applicability of design parameters and proper 2.204 compression web bracing must be installed where Chose n. Incorporation of component is the responsibility of the building designer. /0.7447 4 r�p� .}.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes me by end bottom chorda to be laterally braced at ` \'. by Ia the responsibility of the erector.Additional permanent bracing of c'nhin and at ea hin.cud, ply wood ss eathinraced(C)and/or their lengtht(B(. 3 R 1 continuous ridgorng Audi as ening re air a where s o n+tlrywall(BC). DATE: 8/17/2017 the overall structure is the responsibility of the building dealgnx. 3.2x Impact bridging or lateral Orecirg required where shown++ SEQ.: K3 5 6 9 5 7 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 man 5.Design assumes trusses are to be used in a non-corrosive environment design kinds be sed to an and are for•e condition'of use. TRANS ID: LINK 9 PP any component. ry 8.Com uTrus has no control over and assumes no res8.Design assumes fuA bearing et all suppose shown.Shim or wedge if EXPIRES:' 12/3112017 p responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes edequate drainage Is provided. August 17,2017 8.This design is furnished subject to the limitations set form by 8.Plates shall be located on both feces of buss,end placed so their center TPI NTCA in SCSI,copies of which will be furnished upon request. lines coincide wlih joint center lines. 9.Digits indicate sloe of plate in inches. MTek USA,inciColnpuTrus Software 7.8.8(IL(-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" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 1COND. 3: 250.00 PLF SEISMIC LOAD. 1 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. 12 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 12.00 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. -1 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. 1 (4-.3x400111100111 -3x9 1 4* i i OB �7-3x4 ,n M- 3x 4 1_ 0 n OG IIJMIIIIIEIIIIMEI 3 M-3x4 M-3x4 �� EoPROpFss ?INE * 1-10-04 y �``\� �s 2oaPE o2�� JOB NAME : POLYGON 8056-A - BP8 ,.� � Scale: 0.4939 WARNINGS. GENERAL NOTES, unless otherwise noted: OI"7 C/'�/"-1AI /T� 1.Builder and erection contractor s id be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndMdual !!ll EG U I V , t{,/ Truss: B P 8 and Warnings before construction ommancas building component.Applicability of design parameters and proper / 2.2a4 compression web bracing mus be Installed where shown+ Incorporation w component is the responsibility or me banding designer. '9}i 14 2,'' 3.Additional temporary bracing to Ins etemnry during construction 2.Design assumes me by and bottom chorda to be laterally braced et /� Is the responsibility of the erector. dilbnelpermanent bredng of 2'continuous end al hes hic.respectively a vply unless braced right they length by �` R I Lx'- ty 2e Impact edging or such as plywoodedsg sheathing(TC)s eenar drywall(BC). [y' DATE: 8/17/2017 the overall structure Is the respon Ely of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K3569578 4.No load should be applied to any sot until after all bnadng and 4.In tallationofw.a�eeepo�alelyy01St.eapg�r�we.t.d., nl. fasteners are complete and et no ti should any loads greater than Design assumes TRANS I D: LINK design loads be applied to any component. 8.Design assumes u beand are for'Pry e trig at e%supports shown.Shim or wedge If 5.CmnWTrashas nocontrol over anti assumes noresponsibility for the Poary.a EXPIRES:' 12/31/2017 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage 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 Inns,and pieced so their center TPIIWTCA In SCSI.copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicete size of plate In inches. MITek USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basic connector plate design values ase EBR-1311,EBR-1988(MITek) 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: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 61&BTR SPACED 24.0" O.C. ICON)). 3: 250.00 PLF SEISMIC LOAD. I 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 5= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF All connections and attachments of components to form TOTAL LOAD = 92.0 PSF the structural system for imposed seismic loading is M-4x9 where shown; Jts:1-414-5 2 the responsibility of the engineer of record. —/ LL = 25 PSF Ground Snow (Pg) I Design assumes shear panel to align with verticals 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. ti I I mt I I I 6 I O 4 II I O I 1 co co 3 5 y 1-10-04 .<(. ,p PRQpFss C3 NAGINE . /0 89200PE <' JOB NAME : POLYGON 8056-A - BP9 .,di . Scale: 0.4666 '� 6W. . Ile WARNINGS: GENERAL NOTES, unless olherwiae noted: OREGON CC 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and Is for an Individual f �/,r OREGON V(V "'{f Truss: B P 9 and Warnings before construction commences building component.Applicability of design parameters and proper a"� ,. rc\ �� 2.2x4 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the building designer. ,1 _7 vj V 3.Additional temporary bracing to insure stability during construction 2 Design eswmes the top end bottom chords to be laterally braced et M /h.�'v le the responsibility d the erector.Additional permanent bracing of 2'ntc.in end e110'o.c.respectively unless braced(TC)a throughouttheirdry length). y'A�"•s., R I_\ '1� DATE: 8/17/2017 the overall structure is the responsibility 24 ous sheathing such as aciplwng re airedsheathere s and/or tlrywell(BC). "/(+t••r ty of the building designer. 3.2s impact bridging or lateral bracing rewired where shown++ SEQ.: K 3 5 6 9 5 7 9 4.No bad should be applied to arty component until after all bracing and 4.metalietbn of lose le the responsibility of the respect.contractor. fasteners ere complete and et no time should any loads greater then 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D: LINK assign wase be witted m any component. e.and sign for mefull bearng at a l supports shown.Shimor wedge g 5.CompuTrus has no control over and assumes no responsibility for the sessery.0 EXPIRES,'` 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. August 17 r 201 7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Imes,end placed so their center 9 TPIANICA In BCSI.copies of which will be furnished upon request lines coincide with jdnt center lines S.Digits Isdictn eine of plate in inches. USA,Inc./Com uTrus Software 7.8.8(1L E 10 For basic oct tdesign values see ESR-1711,ESR-1988(MITek) 111111111 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 s acio . TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 NODE #1&BTR SPACED 24.0" O.C. ICONS. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x4 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 TOTAL LOAD = 42.0 PSF the structural system for imposed seismic loading is M-3x4 where shown; Jts:l-6 1 2 the responsibility of the engineer of record. LL - 25 PSF Ground Snow (Pg) - - 1 I Design assumes shear panel to align with verticals 1 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. I .-1 6 , fl I • • 11 I — f ///////////// —/ 3 5 y y ,e'E° Paofi s 1-10-04 �t/�.s.? 0,4GIN> F9 s/0 89200PE 1-'" JOB NAME : POLYGON 8056-A -' B P 10 , _�� .. _ Scale: 0.5530 10— Sr WARNINGS: 1 GENERAL NOTES, unless otherwise noted OREGON v./ 1 Budder and erection contract Id be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an IndMdual A- ♦ .- Truss: B P 10 and Wamb s before conslructb mencea building component.Applicability of design parameters and proper •� y' \ �� 2204 compression web bracing m l be installed where shown�. Incorporation of component is the responsibility of Me building designer. /O •7 'r 4 Q 3.Additional temporary bracing to I',yr'',',','stability during construction 2.Design assumes the lap end bottom chords to be laterally braced al by Is the responsibility of the erector.)Additional permanent bracing of T ntin continuous e110'o.c.such as ply plywunleood s braced(TC)and/or d/Mels length). M(:�R I O- h 28Impa t sheathing etch as ptywood Mee when saw+drywell(BC). i� DATE: 8/17/2017 Me overall structure Is the respon Iblhy of the building designer. 3.2s Impact bridging or lateral bracing required where shown*i SEQ. : K3 5 6 9 5 8 0 4.No bad should be applied to any Ewmponent until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no'lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. and are for'dry condition'01 use. TRANS I D: LINK design hada be applied to any minponen15.CompuTrus has no.enrol over a nd assumes no responsibility for the 6.Design assumes NII bearing el an supports shaven.Shim or wedge It EXPIRES: 12/31/2017 fabrication.handling,shipment add installation of components. eana s q .I g p mpy 7.PtmesadedtaMmhlfa faces trusser August 17,2017 8.This design u furnished subject b the limitations set forth by e.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA In SCSI,copies of which v411 be furnished upon request lines coincide with join center lines. 9.Digits indicate she of plate In Inches. MiTek USA,InolCampuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESRL1311,ES13.1988(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: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 61&BTR SPACED 24.0" O.C. ICOND. 3: 250.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND LOADING Note:Truss design requires continuous 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 TOTAL LOAD= 42.0 PSF the structural imposed stem for ' y mposed seismic loading is —M-9x9 M-3x4 the responsibility of the engineer of record. LL - 25 PSF Ground Snow (Pg) 1 2 Designassumes shear panel to align with verticals -- 1 I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in adjacent trusses. __ :`I 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 1 1-4x4 . IIM-9xzt I I ,: O I I p Mm I /- ///////////// -/ 3 5 =M-4x4 M-3x4 y y �tj"� �AGIN4,-. f� .0 PRop4. 1-10-04 ' 89200PE r• JOB NAME : POLYGON 8056—A — BP11 � � • Scale: 0.9635 ir WARNINGS: GENERAL NOTES, unless otherssa noted: +7 /'1,R EGON I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters chosen and is for an individual 4J Il CL7l✓'V y,� t Truss: BPI Icci and Warnings before construction commences. building component Applicability of design parameters and proper J/ u • `^� 2.204 compresabn web bowing must be Installed where shown 0. Incorporation of component h the responsibility of the building designer. /0 y 14 v•{y.•. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally teretes at C./ „S Is the responsibility of the erector.Additional permanent bredng of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by E' R I 0- continuous �/ DATE: 8/17/2017 me overall structure Is the responsibility of the building designer. 3.20 Impact bridginggIor such l b plywood required w sheathing(TC)a avNor dr/well(BC). t•� p or lateral bracing where shown . SEQ. : K 3 5 6 9 5 8 I 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responeibllity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK _ design loads be applied to any component. and are for condition.of use. 8.Deeign assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility fn.the EXPIRES: 12/31/2017 nce fabrication,handling.shipment and Installation of components. nary.um 7.Plates shall be seded on edrainageis prodded. August 17,2017 B.This design m furnished subject to mer nations set forth by e.Plates anal)be locates on both faces or wee,and placed so their center 9 TPIM/TCA In SCSI,copies of which w111 be furnished upon request. linea colndde with joint center lines. MiTek USA,Inc.ICom uTrus Software 7.6.8 1 L E 5.Diggs Indicate she of plate In Inches. P ( )- 10.For basic connector plate design velues see E5R-1311,ESR-19135(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 6-03-12 GIRDER SUPPORTING 19-10-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 ROOF 41&BTR 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) 982 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-112) 160 5-6=(-256) 744 4-2=(-1706) 484 6-3=1 -824) 202 WEBS: 2x9 KDDF STAND 5-2=( -150) 882 LOADING TC LATERAL SUPPORT <= 12"OC. UON. • LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF 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 U1•IF 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. TC UNIF LL( 322.9)+DL( 219.6)= 542.5 PLF 0'- 0.0" TO 6'- 3.8" V 6'- 3.8" -713/ 282817 0/ 0H 5.50" 4.52 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN )(;J nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 8" oc in 2 row(s) throughout 2x6 top chords, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 2 row(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 OIPSF LIVE LOAD. TOP MAX LL DEFL = -0.008" @ 3'- 1.9" Allowed= 0.270" AND BOTTOM CHORD LIVE LOADS ACT 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" ,f - - MAX HORIZ. TL DEFL - 0.002" @ 6'- 0.2" M-3x6 7:24-8x8 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, MN IE�I (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. cu ou o O 1 1 lD f Ik IIIIILI 4 * 5 6 M-3x4 M-1.5x3 M-3x4 3-01-14 3-0111-14 C p y 6-03-12 y �C ' ( t�/O. • • kl� VCe • ix 89200PE• r JOB NAME : POLYGON 8056-A - BX1 ' i,. Scale: 0.4076 ^ ,s- WARNINGS: GENERAL NOTES, unless otherxlse noted: L �O sa +" N /�-.... 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and le for en individual 7'4. �"�I V ., Truss: BX 1 and wamings before construction commences building component Applicability of design parameters end proper �F (� Incorporation of component is the responsibility of the building designer. ./O. /1 "7 y^ 2.0 ��'�"� 2 204 compression web bracing must be Instated contra shown s 2.Design assumes the lop and bottom chorda to be laterally braced et C./ t Y ,,/5�s 3.Additional temporary Medng to Insure s4blNly during construction T o.c.and et 1g'on.respectively unless braced throughout their length by 5y Is the responsibility of the erector.Additional petmanenl bracing of continuous sheathing such as plywood sheetldng(TC)andm drywall(BC). tiEi• IO- DATE: 8/17/2017 the overall structure Is the respon rMalty of the building designer. 3.20 Impact bridging or lateral brecbg required where Simon SEQ.: K3569582 4.No bed should be applied to any vlipanentuntil after all bracing and 44..InstlllnionoftasIsthe he,%mnboiee anthe sspamaec trrommenl, fasteners are complete and el no Fee should any loads greeter then S design loads be applied to any component. and are for'shy condition'of use. TRANS I D: LINK 6.Dominants has no control aver and assumes no responsibility for the 6.Design ry anes run bearing et all supports shown.scam or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment er41 installation of components. 7.Design assumes adequete drainage is provided. August 1 7,2017 6.This design is furnished subject to the limitations set forth by S Plates shall be located on both faces of Vose,and pieced so their center TPIMTCA in SCSI,copies of which wit be furnished upon request. lines coincide with join center lines. I.Digits Indicate else of plate In Indies. MRek USA,Inc./ColnpuTrus Software 7.6.8(1L)-E 1g.For basic connector piste design values see EBR-1311,ESR-1686(MRei) 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 RODE #1&BTR 6-01-04 GIRDER SUPPORTING 27-10-00 ON TC 1-2=(-112) 160 4-5=(-224) 602 1-4=( -796) 196 2-6=(-1430) 422 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=(-112) 160 5-6=(-224) 602 4-2=(-1430) 424 6-3=( -796) 196 WEBS: 2x4 KDDF STAND LOADING 5-2=( -58) 476 TC LATERAL SUPPORT 0= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 1.3" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 91.1)+01( 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 ) complete trusses required.1] Attach 2 ply with 3"5.131 DIA GUN TC UNIF 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) ails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. n8" oc in 2 row(s) throughout 2s6 top chords, REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 254 webs. BOTTOM CHORD CHECKED FOR lOPSF 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" T 1' 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. IIIIIMIIII -/ Wind: 140 mph, h-22.1ft, TCDL-4.2,BCDL-6,0, ASCE 7-10, m11111: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m 110 loa::dd uration factor=1.6, IA1A Enddto winde planeof the truss only. N N O O I I � U) 1MIE [ ISI 4 Weal ** I6 M-3x4 M-1.5x3 M-3x4 l ,1 I 3-00-10 3-00-10 y y �� p PRQp 6-01-04 Cy�co �NAGI N F� /0 44 �' :9200PE �r JOB NAME : POLYGON 8056-A - BX2 ._010 /� Scale: 0.4076 ' t0ry.. WARNINGS: GENERAL NOTES, unless otherwhe noted: '_ D R��DI V `"4. 1 Builder and erection contractor should be advised or at General Notes 1.The design h based only upon the parameters shown and is for an IndMdual G t u * [ei Truss: BX2 and warnings before construction commences building component.Applicability of design parameters and ♦N Incorporation of component la the res g Pareme proper 2,s''" O\ �� 2 2x4 compression web bracing moat be installed where shown 4. corpora ponen responsibility of the building designer. <0 1 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced al C.f A /.w O the responsibility of the erector.Additional permanent bracing or 2'o.c.and at 70'o.c.respectively unless braced throughout their length by �l r l L� DATE: 8/17/2017 the overall structure Is gra responsibility or the budding designer. continuous sheathing such as plywood sheathing(TC)andlor dryxan(BC). R7 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 5 8 3 4.No load should be applied to any component until after as bracing and 4.InslalleWn or Imes is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes busses are to be used era non-corrosive environment, TRANS D. LINK design bads be applied foany component. and ere for Pry conaubn^eruse. 5,CompuTrus hes no contra over and assumes 55 responsibility for the B.Deakin assumes full bearing al all supports shown.Shim o wedge If me„arssu I EXPIRES: 12/31f2017 fabrication,handling,shipment and Installation of components.byb. 7.Design assumes adequate drainage Is provided. August 1 7,20 1 7 8.This design Is furnished subject to the limitations set forth by 8.Wales shall be located on both laces of truss,and pieced so their center TPIANTCA In SCSI.copies of which will be furnished upon rawest. line coincide with joint center lines. 9.Digits Indlcate size of plate In inches. MiTek USA,Ino./ColnpuTrus 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 12'— 0.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF Al&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h-lSft, 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 SOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 6-00 6-00 12 12 IIM-4x4 12.00 7 3 N12.00 /11 \ 111 IL ' M M 2 —/O O O i • M-3x4 M-3x4 ), y b , �'EO P R OF 1-00 12-00 1-00 Co sur` ' <.:,.. NESS' /�� ' 89200PE <" JOB NAME : POLYGON 8056-A -j Cl eiifiar,0010.9"P Scale: 0.3932 le WARNINGS: GENERAL NOTES, soles,otherwfae noted +� �OREGON�* A.1 Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and le for an IndMdual ! 1^ Truss: Cl acr Warnings before construction commences. building component Applicability of design parameters and proper r� ^(� �� 2.2x4 compression web bracing sl be installed where shown s. Incorporation of component h the responsibility of Me building designer. "0 • 14 %0 3.Additional temporary bracing to i sure stability during construction 2.Design assumes IM top and bottom chords to be laterally braced al a..� Is the responsibility of the erect .Additional t bracing of 2'continuous and sheathing hiso.crespectively ply unless based throughout r dry langur) �EI ,R IO- DATE: y ry permanent eonunaaa.aneauu�.sen es plywood sheathing(TC)anew arywen(Bc). 41E-ti l�4 DATE: 8/17/2017 the overall structure 4 the reaps s OEN of the buRding designer. 3.2s Impact bMging or lateral bracing required where shown+i 1.Mn bad should be applied to en oomponesl until after all bracing and 4.Installation of Was is the responsibility the respective contractor. SEQ.: K3 5 6 9 5 8 4 fasteners are compkb and at n time should any beds greeter than 5.Design assumes Buss••are to be used in a noncorrosive environment, and are for•dry condition.oruse. TRANS ID- LINK design loads be applied to any elpon•nt fullbe S CampuTr s has no control over Ind assumes no responsibility for the 8.Design assumes full beefing at as supports shown.Shim or wedge It EXPIRES:' 12/31/2017 nom• fabrication,handling,shipment o Installation of components. 7.Design assumesmeaed drainage Is provided. August 17,20 17 e.This design is furnished subject tthe limitations sat forth by 8.Plates shall be toealed on both faces of buss, and placed as their center TPIIWTCA In SCSI,copies of which will be furnished upon request 9.lints s coincide nieIndicatesize joint plate telines. inches. MiTek USA,Inc./CoelpuTrus Software 7.8.8(1 L}E 10.For basic connector plate design values see ESR-1371,ESR-1888(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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-11) 301 6-3=(0) 290 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-504) 108 6-4=(-11) 301 WEBS: 204 KDDF STAND 3-4=(-504) 108 LOADING 4-5=( 0) 80 TC LATERAL SUPPORT 1= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT G= 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" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -86/ 618V -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. ICOND. 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" 6-00 6-00 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 'r 1' 1. MAX LL DEFL - -0.002" @ 13'- 0.0" Allowed - 0.100" 12 MAX TL DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" M-4x6 12 MAX TC PANEL LL DEFL - 0.156" @ 8'- 9.4" Allowed ., 0.525" 12.00 V 7112.00 MAX TC PANEL TL DEFL = 0.373" @ 8'- 9.5" Allowed = 0.787" q,On SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.003" @ 11'- 6.5" 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. o /- -7o ,A* 00 1M-3x4 M-1.5x3 M-3x4 b y b 6-00 6-00 y i' .1' y , ,D PR OFF 1-00 - lz-oo 1-00 1AG1N> . `r6>, 6' 2 4, 't` ,4._.. 89200PE mac r- JOB NAME : POLYGON 8056-A - C2 �/� Scale: 0.3932 . WARNINGS: GENERAL NOTES, unless otherwise the noted '�L. "'7 OREGON n E rt O ls' � 1.Builder and erection mnfractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual fl L7 'tij y�- Truss: C 2 and Warnings before construction commences. building component Applicability N Apps y of design parameters and proper g 2x4 compression web bracing must be installed where shovel Incorporation of component is the responsibility M the bulldog dealgrrer. /may '.1)' 7 1 • 2-C) �.y., 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally bread at (./ ��,t � r G f 1 Is the responsibility!the erector.Additional 2'o.c.and et 10'o.a respectively unless braced throughout their length by /f A� 10- pone y o permanent bracing of continuous sheathing such as*wood sheathing(TC)and/or drywall(BC). �-'II s/ DATE: 8/17/2017 the overall structure N the responsibility of the building designer. 3.2x Impact bridging or Niteroi bracing required where shown++ SEQ. : K3 5 6 9 5 8 5 4.No bad should be applied to any component unity after all bracing and 4.installation of truss S the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes tosses are to be used in a noncorroale endmnment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. / /� 5.CampuTrus has no control over and assumes no responsibility for the 8.Desitin sesames full bearing et all supports shown.Shim or wedge if EXPIRES: 1 2/31/20171 fabrication,handing.shipment and installation of components. ecassery. 7.Plates assumes adequate dremageIsprovided. August 17,2017 I.This design Is famished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center TP11WTCA in SCSI,copies of which will be fumlehed upon request. Ones coincide with joint center lines. 9.Digits indicate size of plate In Indies. MTek USA,Inc./Comperes Software 7.6.13(11_)-E 10.For basic Connecta plate design values sea E5R-1311,ESR.19138(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=(-487) 257 1-5-( -46) 289 5-2-(0) 220 2x6 KDDF 41613TR T2 SPACED 24.0" O.C. 2-3=( 0) 0 5-6=( -46) 285 BC: 2x4 KDDF 416BTR 2-4=(-496) 138 6-4=(-163) 312 WEBS: 2x4 KDDF STAND; LOADING 4-7-( 0) 0 2x8 KDDF STAND A !i LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF TC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 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/ 87H 5.50" 0.86 KDDF ( 625) 11'- 3.5" -376/ 357V 0/ OH 134.50" 0.57 KDDF ) 625) NOTE: 2x4 BRACING AT 24" OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 9.6" -83/ 345V 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 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. vertical members (tion). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been MAX LL DEFL= 0.000" @ 0'- -3.0" Allowed= 0.100" considered for this design. 11-01-08 12-04-08 MAX TL DEFL= 0.000" @ 0'- -3.0" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.1106" @ 8'- 9.8" Allowed= 0.790" 5-09-115-03-131M-Ar4+ 12-04-08 T SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 3 MAX HORIZ. LL DEFL= 0.003" @ 16'- 1.0" MAX HORIZ. TL DEFL = 0.004" @ 16'- 1.0" 12.00 7 / allNOTE:Des lgn assumes moisture Content does not exceed 19% at time of manufacture. ii\\ o Design conforms to main windforce-resisting I system and components and cladding criteria. 1 0 n Wind: 140 mph, h-16ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di r), load duration factor=l.6, M-9x6 N 12.00 Truss designed for wind loads in the plane of the truss only. . M-2.5x4 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. 1'2 M 4 o f it h CPROF, o -M -9x9 M-3x6 \\I�'9x9/,,,,, ,,,",,,M-3x4+(S) . •sSIN c,' M-3x4+ `vGINE s`s/ y y b b b Ne . 6 01, 5-09 5-06-08 4-09-08 6-05 tc0' `v y Y 89200f E 't," 16-01 JOB NAME : POLYGON 8056-A - D1 i/' SC Sale: 0.2327 OREGON lei WARNINGS: GENERAL NOTES, unless othenwse noted. 1 Builder and areotion contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual L<O/If i A t,( �� Truss: DI and War engs before construction commences. building component Applicability of desks parameters and proper / i 4 ,a. 2.2n4 compression web bredng mut be Installed whore shown 4. incorporation or component Is me responsibility of me Dulblrg assigner. 3.Additional temporary bracing b,more stability during conatruwon 2.Design oosomes the top and bosom chorda b be laterally braced at R'��,. Is the responsibility of the erector.Additional permanent brain f z•oSn and sheathing 10• n.resdr as ply woods mated ugnout rdry le gthl(S by (. g o wnOnua ci t10'osuch ti plywood sheathing(TC)brced throughout hoot their drywdl(BC). DATE: 8/17/2017 tib overall swdure Is ma responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown s SEQ.: K 3 5 6 9 5 8 6 4.No load should be applied to any nmponent anal alter all Owing and 4.Installation of truss N the responsibility of the respective contractor. fasteners are complete and at no no should any loads greater than 5.Design assumes trusses are to be used In a non-oaroalsa environment, EXPIRES:' 12/31/2017 TRANS ID: LINK design m.adbe.ppnaemany toalponent. Deepnasci me ftdbea gala pp wedge 5.CompuTms has no control over and assumes no responsibility M the 6.Design full beano t eq swamis alwwn.Shim or wetl f August 17,2017 fabrication,handling,shipment and Installation of components. necessary.assumes p r.Design cot.ailed on drainagefIs provided. and This design ts furnished subject to be limitations set forth by e.Plates shall be located on born faces or tmdd, decee as their center TPIMRCA In SCSI,copies of which will be furnished upon request. linea coincide with joint canter Ines. 5.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software x7.6.8-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IHC 2015 MAX MEMBER FORCES 9WR/DDF/Cq-1.00 TC: 204 HOOF #1&BTR LOAD DURATION INCREASE - 1.15 1- 2-(-478) 117 1- 7-(-131) 385 7- 2-) 0) 272 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3-(-123) 168 7- 8=(-132) 383 2- 8=(-492) 278 WEBS: 2x9 KDDF STAND; 3- 4=) -62) 156 8- 9-1 -50) 211 3- 8-(-337) 99 2x9 DF STAND A; LOADING 4- 5-1-410) 116 9- 5-) -49) 212 8- 4=(-427) 285 2x6 DF SS B LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE 5- 6=( 0) 80 4- 9-) 0) 233 DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 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" -164/ 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) nn For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'PROVIDE FULL BEARING;Jts:1,8,5 I 11-01-08 11-04-08 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 1' 1' '' 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- f f f 1 'f MAX TL DEFL - -0.003" @ 23'- 6.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.017" @ 2'- 8.6" Allowed= 0.989" 12 M-9x6 12 MAX TC PANEL TL DEFL - 0.082" @ 2'- 8.5" Allowed= 0.726" 12.00 7 a 12.00 MAX TC PANEL LL DEFL = -0.096" @ 13'- 6.4" Allowed = 0.504" 4.0" MAX TC PANEL TL DEFL- 0.079" @ 13'- 6.4" Allowed = 0.757" 3 '(;-n' SEASONED LUMBER IN DRY SERVICE CONDITIONS * 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, MWFRSIDir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 M-3x9 AIL m /"t ao f- 1 E� �I o o � se -=" o 9 o 1 =M-4x4 M-1.5x3 0.25" M-1.5x3 \\M-9x4 0 itk ; ), M-5x8(S) i y ), rco .0,P E `v,-, 5-09-04 5-09 5-04-04 5-07-08 e? -�; y y920 r" 22-06 1-00 A010,// e" JOB NAME : POLYGON 8056-A - D2 Scale: 0.2347 72. OREGON �ttrr WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Budder end erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is for an IndMtlual /O 'Q)- i 4 V Truss: D2 and warnings before construction commences. bullding component.Applicability of design parameters and proper ,� 2.2e4 compression wen bracing moat be installed where shown+. Incorporation of component is the responsibility of the building designer. R 3.Additional temporary bracing to Insure stability during construction 2.Design asrvmw the lop and bottom chords to be laterally braced at E� 1 L0„ Is the responsibility f the erector.Additional permanent bradng of 2'oc.and el 10'o.c.respectively unless braced Mroughoul their length by N ocontinuous sheathing such as plywood sheathing(TG)and/or dryweli(BC). DATE: 8/17/2017 the overan structure N the responsibility of the building designer. 3.2s 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 baseb�hheresponsibility o bspu.ytlof ge^es�p cOveew�contractor. 4 fasteeere are complete and at no time should any loads greater thanassumes EXPIRES: 12/31/2017 TRANS ID' LINK design loads be applied to any component. end are for-dry condition.of uuse.s 5.CompuTrus has no control over and assumes no responsibility for me 6.Design assumes full axed t n sweats shown.Shan or wedge If August 17,2017 fabrication,handling,shipment and Installation of components. a assumes sub(. prhen 7.Da/es a ailed one drainage to Imes,and This design is furnished object to the limitations set forth M B.mates shall be located on bosh faces of'ruse, placed so their center TPIN/TCA in SCSI,copies of which will be furnished upon request. lines coincide with Mint center wnee. 9.Digits Indicate see of plate in Inches. MITek USA,Ino./CompuTrus Software+7.6.8-SP2(IL)'E 10.For basic connector plate design values see ESR-1311.ESR-1686(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 PC: 2x4 KDDF #1&BTR 22-06-00 GIRDER SUPPORTING 14-00-00 FROM 13-00-00 TO 22-00-00 1- 2=(-1478) 244 1- 6=(-228) 920 1- 2=(-1478) 244 4- 8=(-178) 1148 BC: 2x8 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -90) 324 6- 7=(-226) 906 6- 2=1 -356) 1934 WEBS: 2x4 KDDF STAND 3- 4=( -54) 364 7- 8=( -56) 544 2- 7=1-1582) 492 LOADING 4- 5=1 -902) 124 8- 5=1 -54) 552 3- 7=( -618) 86 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 7- 4=(-1084) 378 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 22'- 6.0" V BC UNIF LL( 91.1)+DL( 82.07= 173.1 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ( 2 ) complete trusses required. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 6'- 0.0" TO 22'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN BC UNIF LL( 150.0)+DL( 102.01= 252.0 PLF 13'- 0.0" TO 22'- 0.0" V 0'- 0.0" -256/ I542V -279/ 279H 5.50" 2.47 KDDF ( 625) nails staggered: I 11'- 6.2" -1504/ 6362V 0/ OH 5.50" 10.18 RODE ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, ADM,: 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 2x8 bottom chords, ADDL: BC CONC LL+DL= 1940.0 LBS @ 9'- 0.0" 9" oc in 1 row(s) throughout 2x9 webs. ADDL: BC CONC LL+DL= 1940.0 LBS @ 11'- 0.0" (PROVIDE FULL BEARING;Jt s:l,7,51 ** For hanger specs. - See approved plans ALL CONCENTRATED LOADS LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MUST BE EQUALLY DISTRIBUTED VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 TO EACH PLY OF THE TRUSS. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL= 0.010•' @ 5'- 10.4' Allowed = 0.542" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.021" @ 5'- 10.9" 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 ,r 1 ,r MAX HORIZ. LL DEFL = -0.002" @ 22'- 0.5" MAX HORIZ. TL DEFL = 0.005" @ 22'- 0.5" 6-00-02 5-01-06 5-06-02 5-10-06 1 1 1 1 1 12 12 Design conforms to main windforce-resisting system and components and cladding criteria. 7M-4x6 12.00 N 12.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M3x122 M3x6 11111111111111 , M-1.5x3 Illiiiik o SIr ewM-5x16 s Mo 1* 8 o1 M-8x14 M-3x8 0.25" M-15x30 o :=M-10x10(S) ,i,,, nPR OF4. +355# +1940#+ 940# S. 0�` NGIN�y y y J- � k:40, '0 5-07-14 -03-02 5-08-10 • _ y Iy • �zz-o6 89200PE r" JOB NAME : POLYGON 8056-A - D3 ,, /''-'*'' • Scale: 0.1874 =temp �•,• [}^' WARNINGS: GENERAL NOTES, unleesotherwise poled -7 OREGON `'". 1.Builder and erection contractor should be advised of all General Notes 1.This design la bared onty upon the parameters shown and is for an individual !l C�7 Y h *'(f Truss: D 3 and Warnings before construction commences. building component.Applicability of design parameters and proper N 1 2.2x4 compression web brodng mus be installed where shown 5. Incorporation of component Is the responsibility of the building designer. �//t '14'. 1 A 20 �4 3.Additional temporary bracing to Ine4ne stability dung construction 2.Design assumes the top end bottom chorda to be laterally stated et �[.// Y 4 1 la the rosponsBe:ty of the erecicr,Additional permanent bracing of 2'o.c.and at 10'o.c.reapectivaly anises bacetl throughout their length by 44 ..R � DATE: 8/17/2017 the overall structure is the responsibility of the building designer. 3.2z Impact bridging ocontinuous rr taterol bracing required wwith as plywood here shown•ee Dv all(BC). ""''��' SEQ.: K3 5 6 9 5 8 8 4.No bed should be applied to any ngeponent unity after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lbw should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID^ LINK design loads beapplied toany component and ars for"dry condition"Drurs. 6.Design see 5.CornpuTros has no control over and assumes no responsibility for the as full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 necefabrication,handling, ss lebassumes q,shipment and installation of components. 7.Design adequate drainage Is procded. August 1 7,2017 S.This design is furnished subject to the Imitations set forth by s.Plates shall be located on both faces of truss,and placed so their center TPI WTCA In BCS(,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size ndcoteelze of plate i inches. . MITek USA,Inc.iCom uTrus Sbflware 7.6.8(114-E 10 For basic cnplate design values sea E513-1311,ES13-198e(Wok) 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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 -398) 110 11-13=1 -6) 22 11- 1=1 -664) 194 5-17=(-1636) 390 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=1 -402) 110 12-14=1 -174) 122 11-12=1 -160) 160 17- 6=(-6602) 1184 3- 4=( -604) 3370 14-15=1 -179) 122 1-12=1 -156) 732 6-18=( -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"0C. 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 PSI- 6- 7=(-2928) 532 18-19=1 -972) 5284 12- 3=( -154) 644 19- 8=1 -310) 132 TOTAL LOAD = 42.0 PSF 7- 8=(-5876) 1044 19-20=(-1112) 6086 14- 3=1 0) 490 8-20=(-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=(-3574) 642 20- 9=1 -134) 1366 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) 9-1D=( -501 60 16-15=( -222) 20 9-21=(-5058) 908 ADDL: TC UNIF LL+DL= 96.0 PLF 0'- 0.0" TO 49'- 1.5" V 15- 9=( -430) 114 21-10=( -466) 122 ADDL. BC UNIF LL+DL= 30.0 PLF 0'- 0.0" TO 49'- 1.5" V 15- 5=( -190) 842 nails staggered: 9" oc in 2 row(u) throughout 2x6 top chords, 15-17=(-3908) 730 9" oc in 2 row(s) throughout 2x6 bottom chords, RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL 9" oc in 1 row(s) throughout 2x4 webs. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 00 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0,0" -140/ 735V -98/ 98H 9.00" 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)Jts:11,17,21] COND. 2: Desi•n checked for net -5 •sf u•lift at 24 "oc s•acin•. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 verticals) 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 i' T T T T '1 T T T M-7x6(S) M-7x6(5) M-3x4 M-4x8 0.25" M-4x8 a3 9 s y 6 0.25" M-3x4 M -9x8 10 iailliii I + O : .. .\ - . 0 o o 12 19 15 " OM -i ,medW - 0 illiftei. - 'llk _ • v 11 13 0 0 16 17 18 ,g 20 .,..21-/M-3x9 to of-M-8x8 I �M-5x12 -M-4x9 0.25" M-3x4 M-3x8 p =M-8x8 M-7x6(S) y y {-�� PRO,r�s. y )' y )' y y 4 C 2-02-04 5-10-08 5-10-08 1-11 8-04-04 8-02-08 8-02-08 8-06 1 `5'�.'' GINEF W y2-04 y 11-05-08 y 35-04 ��? �"' ,T 2 49-01-08 l 89200PE -.v„". JOB NAME : POLYGON 8056-A - El _ 110.7 Scale: 0.1377 411P04� /'y_., WARNINGS: GENERAL NOTES, unless ogrerwise noted, 0? �w.{, Truss: E 1 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 LOREGON *_ and Weminga before construction commences, building component ApplicablNty of design parameters and proper V� 2.254 compression web bracing must be installed where shown 4. Mcorporetlon of component is the responsibility of Me building designer, i0 9`' 1 4 n"� 4 3.Additional temporary bracing to Insure stability during constructlon 2.Design assumes me lop and bottom chortle to be laterally braced al r 4 �t y Is Me responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.e.respactively unless braced throughout melt length by4. `_ DATE: 8/17/2017 the over.°structure is the responsibility of Me building designer. continuous sheathing or each as pywood aired here shown 4 drywall(BC). �tj(��. SQ 4.No load should be Iletl to any g and3.2z Impact bridging or lateral bracing required where Mown fl E K 3 5 6 9 5 8 90o y component until after ell bracing 4.Installetbn of truss Is the reaponsidliy of the respective contractoo fasteners are complete end st no 8me should any loads greater than 5.Design assumes trustee are to be used in a nos.o nosNe environment, TRANS I D: LINK design loads be applied to any component. end are for.dry condition•of use. 5.CompuTrua has no control over end assumes no responsibility for the 8.D esign assumes full bearing al ala supports shown.Shim or wedge I( EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components. a eeryum 8.The design a furnished subject to the limitations set forth by8.Design assumesllbloaded on drainageth b provided. August 7,20 7 8.Plates shall be located on bora faces of Was,end placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. MiTek USA,Ina.ICompuTrus Software 7.8.8(1L)-E O.Digits Indicate size of plate In Inches. 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 49'- 1.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -123) 132 10-12=( -6) 7 10- 1=( -243) 103 14-16=1-1079) 391 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=( -124) 133 11-13=)-207) 195 10-11=( -251) 261 5-16=( -904) 474 WEBS: 2x9 KDDF STAND 3- 9=( -289) 892 13-14=(-207) 195 1-11=( -99) 234 16- 6=(-2189) 669 LOADING 4- 5=( -290) 892 15-16=( -5) 3 12-11=( 0) 37 17- 6=1 0) 338 TC LATERAL SUPPORT <= 12"OC. 00N. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -379) 1047 16-17=)-279) 805 11- 2=( -286) 173 6-18=( -275) 919 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 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=1 0) 291 7-19=) -272) 101 8- 9=( -87) 95 19-20=)-453) 1307 3-14=(-1045) 394 19- 8=( 0) 462 M-1.5x3 where shown; Jts:2,4,9,12-13,15,17 LL- 25 PSF Ground Snow (Pg) 15-14=( -65) 0 8-20=(-1607) 504 '* For hanger specs. - See approved plans '. 14- 9=( -99) 64 20- 9=( -217) 129 BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 14- 5=( -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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -57/ 271V -155/ 1555 4.00" 0.93 KDDF ( 625) 15'- 10.3" -311/ 2638V 0/ OH 5.50" 3.95 KDDF ( 625) 99'- 1.5" -196/ 1218V 0/ OH 5.50" 1.95 KDDF ( 625) (PROVIDE FULL BEARING;Jts:10,16,20t ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacino. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 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 SII 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MFRS(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 T T 1' I M-7x6(5) M-7x6(S) M-3x4 M-3x8 0.25" M-3x12 0.25" .7M-4x4 1 2 3 4 Sy y 9 6 �' 7 e a Nye,. a v o + / + + + + o / O o 0 I o co 0 6 911_ 13 l i14 e e 34 ` e. 0 15 16 17 18 19 + 0-f 10 M-3x4 0l i M-5x8 nM-3x12 0.25" {' M-3x4 -M-4x4 M-5x8 0 M-5x6(S) 1 b y y b 1 b b b ' D ❑ry ofih ,� S 61 2-02-04 5-10-08 5-10-08 1-11 8-03-06 8-01-10 8-03-06 8-06-14 ENGINE' / y b R % , 2-04 11-05-08 35-04 � y y � 89200PE 49-01-08 JOB NAME : POLYGON 8056-A -!I E2 / Scale: 0.1377 _ WARNINGS' I OENERALNOTES, unless otherwise noted: .a RO EGON �1 �j(� 1.Builder end erection contractor a oWd be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual (� A Truss: E2 and Warnings before construction commences. binding component Applicability of design parameters and proper _l }/ ^ 2.2s4 compression web bredng mils(be thrilled where shown+. Incorporation of component h the responsibility of the bulging designer �/� / 14, V.. �y 3.Additional temstability during2.Design assumes the top and bosom chords to be laterally braced at (7.[' temporary bracing to Insure construction 2'o.c.and at 10'o.c.respectively unless braced throughout Meir length by �R 4�\ To.,the responsibility of the erector.Millions;permanent bracing of continuous sheathing such ae plywood sheething(TC)and/or drywall(BC). l v DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 3.2n Impact bridging or lateral bredng required where shown++ 4.No bad should be applied to any component until ager all bradng end 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K3 5 6 9 5 9 0 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a nen-corrosive environment, design bads be applied to any cgmponem. and are for"dry condition'of use. TRANS ID• LINK e.Design assumes fulbearing alall supports shown.Shim orwedge if EXPIRES' 1213112017 E CampuTrus has no control over end assumes no responsibility Ion the mmssa,y. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,201 7 5.This design is furnished subject to the Smitetions set form by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA In SCSI,copies of whch will be furnished upon request linea coincide with Joint center lines. 9.Digits indicate she of plate In Inches. M)Tek USA,Inc./CompuTrus Software 7.6.8(11)-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 49'- 1,5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF k1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -260) 132 1-13=(-413) 272 2-13=(-192) 317 19-20=(-1051) 603 2x4 HOOF k160TR 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 #155TR 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-( -91) 867 2x4 KDDF STUD A LL( 25.0)+DL( 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- (3-( 0) 0 18-20-) -24) 9 14- 4=(-630) 590 22-10=) 0) 384 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POE 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) ** 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) IPROVIDE FULL BEARING;Jts:1,20,241 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 = 0.028" @ 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" 0-01-07 SEASONED LUMBER IN DRY SERVICE CONDITIONS 15-10-03 33-03-05 MAX HORIZ. LL DEFL = -0.038" @ 48'- 10.0" 1' 1' '( MAX HORIZ. TL DEFL 0.045" @ 48'- 10.0" 0-09 4-04 0-06-08 8-01-14 8-05-01 1-os-54-02-09 ' 4-05-07 ' ' 8-05-01 f1' 8-03-05 Design conforms to main windforce-resisting T '1' T T , ,. T ,. 1' system and components and cladding criteria. 15-08-04 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 -M-8x8(5) load duration factor=1.6, End vertical(s) are exposed o wind, 6.00 Truss designed forwind loads M-4x6 b M-3x6 0.25" M-1.5x3 in the plane of the truss only. 6 9 k10 11 12 + r, 4 A o co o Mm-13.56X3 + vt roit\ V. 4 16 1 .p rel 1 1315 0 0 17`��18��20 21 7 23 .94 1 �M-3x6 I I i'M-1,5x3 0.2oa � M-5x8 M-1,sX3 M-5x8 , 0-09 b y 0q-I'160-4x8 y M-5x), (s) b 1 1��d PRI()FF 1-05-b4 6-05-02 5-02-02 1-031 8-05-01 8-01-09 8-01-09 8-06-13 �'` .,.>,GIN. 6> l-04 11-05-08 , , 35-04 1 14-10-12 1-01-04 34-02-12 200 P E y i' 49-01-08 / JOB NAME : POLYGON 8056-A - E3 ; , l . Scale: 0.1140 OREGON r{,// WARNINGS: GENERAL NOTES, unless otherwise noted: t>< 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en individual �,/"s y A 2,0 00:1- Truss: � Truss: E 3 and Warnings before construction commences. budding component.Applicability of design parameters end proper S./ t 44. 4' 2 284 compression web bracing must be Installed where shown a. Incorporation et component Is the reepanelbllNy et the building tlealgner. a�ss...�.�� 3.Additional Iemporery bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced al E• 1 R I i ' u the responsibility o1 Me erector.Adtlllbnel permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout they length by I-1 l+ continuous sheathing such as plywoodrp(TC)onto drywall(BC). DATE: 8/17/2017 the overall atid uure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown a a S E K3 5 6 9 5 91 4.No bad should be applied to any component tints after all bracing and 4.Installation of truss Is the responsibility of the reepeolle contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes tenses ere to be used In a non-corrosive environment EXPIRES: 12/31/2017 TRANS ID: LINK design bade be applied to any component. B.Deslpn assumes fuW Ib�eenng et a%supportswedge 5.CompuTrus has no control over and assumes no responsibility for the ne shown.Shim or wed f August 17,2017 fabrication,handling,shipment end Installation of components. con ase T.plate mea adequate drainage e to truss, 6.This design Is furnished subject to the limitations sal forth by 8.Plates shall be located on both faces of iruae,antl placed so their center TPIIaTCA In SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311.ESR-7988(MITA) 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: 2x4 KDDF A168TR; LOAD DURATION INCREASE = 1.15 1- 2=1 -260) 116 1-13=(-365) 268 2-13=1-189) 282 19-20=1-1051) 612 2x6 KDDF #1&BTR T3, T4 SPACED 24.0" O.C. 2- 3=1 -440) 353 13-15=1 -21) 17 2-14=1-289) 249 7-20=1 -532) 749 BC: 2x4 KDDF g114BTR 3- 4=1 -503) 477 14-16=1-273) 116 13-14=1-420) 308 20- 9=1-1944) 703 WEBS: 2x4 KDDF STAND; LOADING 4- 5=1 -389) 438 16-19=1-521) 286 3-14=1-194) 262 9-21-1 -63) 864 2x4 KDDF STUD A LL( 25.0)+DLI 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1 -576) 1014 17-18=1 0) 0 15-14=1 0) 16 21-10=1 -843) 245 DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 -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=1 -294) 66 BC LATERAL SUPPORT <= 12"OC. UON. 7- 9=1 -467) 860 21-22-(-367) 1266 16- 5=1-153) 453 23-11-1 0) 518 LL = 25 PSF Ground Snow (Pg) 9-10=1 -778) 257 22-23=1-367) 1266 5-19=1-623) 350 11-24=1-1454) 388 10-11=1-1146) 407 23-24=1-349) 1058 18-19=1-238) 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=1 -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 BAG REQUIRED BAG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members Won). 0'- 0.0" -21/ 245V -103/ 2938 5.50" 0.39 KDDF ( 625) 15'- 10.5" -538/ 2753V 0/ OH 5.50" 4.12 KDDF ( 625) M-3x4 where shown; Jts:9-5,7,11,13,16,21,23-29 49'- 1.5" -183/ 1273V 0/ OH 5.50" 2.04 KDDF 1 625) .. 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. 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" MAX HORIZ. TL DEFL= 0.045" @ 48'- 10.0" 0-09 4-04 0-06-08 4-06-13 8-05-01 1-OS- 9-02-09 '4-05-07'3-08-08 8-05-01 I '( 8-03-05 Design conforms to main windforce-resisting 1 1'f 1' ,( Tf ,r ' ,r 1 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, I T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 a -M-8x8(S) load duration factor=1.6, 6.00 End vertical(s) are exposed to wind, Truss designed for wind loads M-4x67 M-33x6 0.25" 11 M-1125x3 in the plane of the truss only. 6 9 10 M-3x6(5) '' - -/ 5 M o 4 + + + I A o M-1.5x3 1 - o M-3x6 9,,,../' co u1 2 I '°'' 4_,I,!.. 16 Vt 1 11315 0 0 17 13 20 21 l'iii�, 23 094 ii �M-3x6 1 1 -1.5x3 0.2� 0 M-5x8 M-5x8 M-1.5x3 M-4x8 M-5x6(S) O PROF' 1 ° °9 f b°, 1�° b f y b <<- FO 1-05- y 6-05-02 5-02-02 1-03 8-05-01 8-01-09 8-01-09 8-06-13 y ENGIN E�� Sj 7 .12-04-04 11-05-08 , ,, 35-04 ,, �y y 14-10-12 1-01-04 I., 34-02-12 y 89200PE 49-01-08 4' ��,,//, JOB NAME : POLYGON 8056-A - E4 •ii Sr �� Scale: 0.1140 OREGON 44/ WARNINGS: GENERAL NOTES, unless othervdee noted: ��,.. A.l+. IGS 1,Builder and erection connector sn be advised of all General Notes 1.This design is based only upon the parameters sham and Is for an Individual //0 q 4 2,o\ �..�.. Truss: E 4 and Warnings before construction c glances. building component.Applicability of design parameters and proper V 2.2x0 compression web bracing must Installed where mown+. Incorporation of component Is the responsibility of me building designer. /y...., 3.Additional temporary bracing to M &ability during construction Z.Design assumes the top end Bogan chorda to be leteralty braced at "� C](1 1 2'o.c.and at 10'o.c.respectively unless braced throughout their length by . Is the responsibility of the erector. Base)permanent bracing of c ♦. fl DATE: 8/17/2017 the overall structure is the rayons'fl f the bunds deal ner. 2 impacts sheathing such as ssiplyng requirede sheathing(TC)shown bridgingor wank bracing ++ SEQ.: K 3 5 6 9 5 9 2 4.No wad should be applied to any gement until alter all bracing and 4.lnatallagon of truss i the responsibility of the respective contractor. 12/31/2017 fasteners are complete and at no ti a should any wads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. and are for.dry condition'.of use. EXPIRES: assign loads be applied to any cont front TRANS ID: LINK s.Design assumes full beanngatall supports shown.Shim orwedge n August 17,2017 A compuTwnoIs a has control over a assumes no responsibility for e necessary. fabrication,handing,,sipmenl and slellatwn of components. assumes a T.Design ailed ne drainage is trus 8.This design is subject to the Imitations ons set forthby 8.Plates shall be locatedo h furnished lad on both farms of Wes,a,and planed oro their tarsier TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) 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: 2x4 KDDF M16BTR; LOAD DURATION INCREASE - 1.15 1- 2=1 -428) 215 1-14=1-142) 401 2-14=1 -274) 115 6-21=1 -418) 1329 2x6 KDDF #16070 T3 SPACED 24.0" O.C. 2- 3=1 -823) 471 14-15=1 -19) 41 2-16=1 -315) 577 21- 7=( -196) 159 I BC: 2x4 KDDF 41513111 3- 4=1 -211) 47 16-17=1-455) 949 14-16=1 -155) 441 21-10=( -793) 368 WEBS: 2x4 KDDF STAND LOADING 4- 5=1 -199) 655 17-18=1-137) 195 15-16=( 0) 17 10-22=1 -257) 796 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -174) 668 19-20-1 -13) 37 16- 3=1 -31) 180 22-11=1 -698) 416 TC LATERAL SUPPORT 0= 12"OC. UDR. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-1 -657) 402 20-21=1-514) 458 3-17-1 -773) 605 11-23=1 -73) 354 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 21-22-1 -80) 754 17- 4=1 0) 334 23-12=) -237) 238 7-10=) -491) 441 22-23=1-292) 1169 4-18-1 -676) 361 12-24=( -240) 212 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 0 23-24-1-477) 1340 5-18=1 -81) 61 24-13=1 -443) 1348 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11-1-1040) 568 24-25=1 -421 57 19-18-1 -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=1 -606) 508 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=1-1605) 612 18- 6=1 -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:1,20,25I 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 - 0.034" @ 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" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-10-12� 5-08-12 7-04-04 �4-06-10.T 6-07-13 6-11-05 MAX HORIZ. LL DEFL= 0.039" @ 48'- 11.8" 1-05-09' 5-10-08 1-X11-S4 0-0'Y07 0-07-07 6-06-01 1' MAX HORIZ. TL DEFL- 0.054" @ 48'- 11.8" Design conforms to main windforce-resisting 23-08-04 20-06-12 system and components and cladding criteria. T T T T 12 M-4x67 8 9 OQM-7x6 12 Wind: 140 mph, h=25.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 6.00 � 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), z M-5x8(5) T `. M-5x6(5) load duration factor=1.6, End vertical(s) are exposed to wind, " 0.25" Truss designed for wind loads 0.25 6 .1 in the plane of the truss only. M-1.5x3 .e s // e z 4 + rej,Ny _ //1-173 M-3x6 3 �i in I i.AFt�16 17 r ems . ^ �� tin X- 1 141 5 0 y9 2,O r 2 23 24 *25 N I N]-.Sx6 i I M-Sx21 M-41x8 0.2�T =M-9x4 M-1.5x3 M-5x8 M-1.5x3 r PROF 4, M-5x6(S) C, GO PR`'�r/-. (5 ,, o 09 b b b l ), y b 1 c ' Ct`�G I N �iq s�C7 1-95-b y 5-08-12 6-00-04 1-09-08 7-04-04 6-02-12 6-07-13 6-06-01 6-07-13 ,l' "6,� 12-04 11-05-08 35-04 y $92001'E <" 49-01-08 JOB NAME : POLYGON 8056-A - E5 'o* - ' /Q Scale: 0.1124 '� • OREGON Lw WARNINGS: GENERAL NOTES, ante,,otewnee noted: 4„n f ^u '\ 1.Builder and erection connector should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for an Individual //1 y^ e) Truss: E5 and Warnings before conduction commences. building component.Applicability of design parameters end proper V 1 4 �. 2.20 compression web bredng must be installed where shown♦, Incorporation of component is the responsibility is or the building designer. A I)))......,,. s 3.Additional temporary bracing to Insure stability during consimdlon 2.Design sesames the top dna bottom chard.to be laterally braced at 'Y'/..R R t L\ is the responsibility of the erector.Additional permanent brining of 2'o.c.end et 10'o.c.respectively unless braced throughout d/their length by fl l v DATE: 8/17/2017 the overall structure is the responsibility of the balding designer. 2s Impact sheathing such l bracing awg required ed�ir dsheetwhere s ns,,a dgv aI118C). 3.In Impact boating orIe there) req f the where shown,t SEQ.: K3569593 4.Norbert should armteeied anmono component any after all eredngend 4.Design neesuetion of es Irises the responsibilitytofthereepective-conosooenulmr. reetenere are complete and.t no time should any lases greater than 5.Deelgn assumes trusses are tobeused In a nancomaaWe anvlronmenl, EXPIRES: 12/3.112017 TRANS I D: LINK design bads be applied to any component dna are far'dry condition"of use. • 5.CompuTrue hoe no control over end assumes no responsibility for the A Design assumes full bearing at all supports shown.Sift or wedge it necessary. August 17,2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. 8.This design Is furnished subject to the Iknllatione set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/TCA in SCSI,copes of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8(1L E s Digits Indicate sheofpiste In ign values P 1.Dorteslacatelshte fpstl in Inches. see ESR-1311,ESR-1988(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/Cor=1.00 TC: 284 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-11=1 -82) 371 11- 3=1 0) 356 8-16=1 -60) 236 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -455) 125 11-12=1 -89) 368 3-12=1 -793) 415 16- 9=1 0) 202 WEBS: 204 KDDF STAND 3- 4=1 -112) 535 12-13=(-373) 340 12- 4=1-1836) 809 9-17=1-1777) 627 LOADING 4- 5=1 -396) 345 13-14=1-109) 865 4-13=1 -327) 1283 17-10=1 -145) 180 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+11L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -291) 330 14-15=1-109) 865 5-13=1 -106) 84 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1122) 664 15-16=(-361) 1306 13- 6=(-1192) 449 TOTAL LOAD = 42.0 PSF 7- 8=(-1316) 653 16-17=1-469) 1309 14- 6=( 0) 329 OVERHANGS: 24.0" 0.0" 1 8- 9=1-1671) 692 6-15=1 -181) 376 'I. LL = 25 PSF Ground Snow (Pg) 9-10=1 -51) 109 15- 7=( -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 LOCATIONS) SPECIFIED BY IBC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -121/ 729V -211/ 257H 5.50" 1.17 KDDF 1 625) 15'- 10.0" -265/ 2351V 0/ OH 5.50" 3.52 KDDF 1 625) 49'- 3.0" -161/ 1368V 0/ OH 5.50" 2.19 KDDF ( 625) PROVIDE FULL BEARIHG(Jts:2,12,171 1COND. 2: Design checked for net(-5 psf) uplift at 24 "or 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 = 0.013" @ 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 = 1.629" 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 1 12-10 16-07 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-03-13 7-09-11 3-0:-08� 6-05 6-05 5-06-05 5-06-05 5-06-05 End vertical(s) are exposed to wind, T -f - -f -( -f -f -f -f Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-5x6 M-3x8 M-5x6 '7:16.00 5 6 7 00 - I, iM-9x9 4 M-5x8(S) illik FIPIIIIII"8M-3x4 0,25" M-3x6 3 9 fir. M-1,5x3 o �. 1o 0 1 2!I- 11 12 13 14 15 16 *17 �I p PROF i M-3x4 M-1,5x3 M-3 4 0.25" M-1.5x3 0.25" M-3x4 rM-4x4 N o M-5x8(S) M-5x8(S) c4,(< 1‘t*GIN. SA/ 8-02-01 7-07-15 4-01-12 6-03-04 6-03-04 8-05-04 8-03-08 ), I 49-03 ' :9200P r 2-00JOB NAME : POLYGON 8056-A - E6 Scale: 0.1282 We JAIII!j� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON w� <4../ 1.Builder and erection contractor should be adeeed or all General Notes 1.This design is based 006 upon the parameters shown and is for en IndMdual /��. Vv. Truss: E6 and Warnings before construction xnmences. building component Applloabinty of design parameters and proper G� %�} �� ' z 284 compression web bracing mos be metaned where shown T. Incorporation w component Is the responsibility to of the building designer. 7�' 14 3.Additional temporary bracing to Inas stability during construction 2.Design assumes the top end bonen chorda to be laterally braces at Vi>- k the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 41 - continuous sheathing each as pdnood sheathing(TC)and/or drywall(BC). l�R F• t 0- DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing remdred where shown++ S E K 3 5 6 9 5 9 4 4.No bad should be°pplled to any oomponent until after all bracing and 4.Installation of buss is me responsibility of the respeuke contractor. 4'' faeteners are complete end et no tee should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. design loses be applies to any conhponnt and ere for'dry condition'or use. TRANS I D: LINK 6.Des 6.CornpuTma has no control over acid assumes no responsibility for the assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 asary_um r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August t.f 1 7,20.I 1 7 5.This design is furnished subject to the limitations sat forth by S.Plates shall be located on both faces of truss.and placed so their center TPI/WICA 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,IncicompuTrus Software 7.6.8(1L)-E II.For basic connector plate design values see E5R-1311,ESR-1988(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 RODE IF1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-11=1 -73) 525 11- 3=1 0) 356 8-16=1-1170) 555 BC: 2x4 KDDF A16BTR SPACED 24.0" O.C. 2- 3=(-622) 202 11-12=( -76) 521 3-12=1 -787) 416 16- 9=( -775) 487 WEBS: 2x4 RODE STAND 3- 4=( -57) 369 12-13=(-217) 308 12- 4=1-1193) 546 9-17=( 0) 348 LOADING 4- 5=1-244) 297 13-14=1 -52) 410 4-13=1 -89) 690 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-155) 304 14-15=1 -52) 410 5-13=1 -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=1-264) 309 16-17=( -81) 451 14- 6=1 0) 359 OVERHANGS: 24.0" 0.0" 8- 9=1 -58) 358 17-10=1 -79) 454 6-15=1 -411) 165 LL = 25 PSF Ground Snow (Pg) 9-10=(-608) 227 15- 7=1 -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 LODE ( 625) 36'- 11.5" -188/ 1704V 0/ OH 5.50" 2.55 KDDF ( 625) 52'- 6.0" -73/ 536V 0/ 0H 5.50" 0.86 KDDF ( 625) (PROVIDE FULL BEARING;Jts:2,12,16,10I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 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 - -0.016" @ 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" !i SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.015" @ 52'- 0.5" !i . 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. T f f 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 l' f f f f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 12 12 Truss designed for wind loads 6.00 i" M-5x6 M -63x8 7M-5x6 Q 6.00 in the plane of the truss only. 9 8 M-5x8(5) M-5x8(5) 0.25" +1 +, + +N 0.25" 3 m mO o I e . W e e: • ' (IQ Ep PR©p 1 2 it 12` 0 T 14 0 25" 116 M-117 5x3 0 0 `�`. o M-1.5x3 0.25° M-1.5x3 M-5x8(S) M-5x8(S) �Cj 1c4GINE',e' -/�. b ). b 3, ), 1 b b I fN fit. 4.?1, )' y 8-02-01 7-07-15 4-01-12 6-03-04 6-03-04 4-05-04 7-07-01 7-11-07 y ��. $9 2 00 P E Tc"` 2-00 52-06 JOB NAME : POLYGON 8056-A - E7 -44114111P- OOP.Scale: 0.1252 Q • . ,,•1 WARNINGS: GENERAL NOTES, unless omeneee noted: 0REGON A.,44 1. Builder and erection contractor should be advised of all General Notes I.True design b based only upon the parameters shown and le for an Individualt v Truss: E 7 and Warnings before conetmetien commences budding component Applicability of design parameters end proper / .e'J (�A 2.254 compression web bracing must be Installed where shown*. incorporation of component la the responsibility or me building designer. /1 7 y A 2V �""' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et 1 Y is the responsibility f me erector.Additional 1 brad f 2'ndn and at ea hin rsuch as ply unless beaten(TG)an throughout thele length by "IE'e.e R 11.\-- DATE: tyo the building bracing 2.eaanst10.ongespelipywnod les brathd and/or arywaNgth b /'? 8/17/2017 the overall structure Is the responsibility of ms building designer. 3.2te Impact bridging or lateral bradrg required where shown e SEQ.: K 3 5 6 9 5 9 5 4.No bed should be applied to any component until atter all bracing and 4,Installation of truss Si the responsibility or the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes basses are to be used ins non-conosive environment, TRANS I D: LINK design bads be applied to any component. 6. and elfin see mea MI Ibeari a�ell supports.Hawn.shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the ne�„ay.° q EXPIRES: 12/31/2017 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 be limitations set form by 8.Plates shell be located on broth feces of truss,end pieced so their center TPIhrTCA in BCSI copies of which will be furiahed upon request. lines cdndde with Joint center lines. 9.Digits indicate size of plate In inches. MTek USA,Inc./CompuTrus Software 7.8.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-191113(MG eh) 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 #1&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 #1&BTR SPACED 24.0" O.C. 2- 3=(-3582) 1344 10-11=(-1095) 2829 10- 4=( -70) 513 14- 9=( -684) 1898 WEBS: 2x4 KDDF STAND 3- 4=1-3361) 1296 11-12=1 -753) 2309 4-11=1-767) 477 9-15=(-1880) 847 LOADING 4- 5=1-2569) 1117 12-13=( -753) 2309 5-11=(-272) 821 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2239) 1093 13-14=1 -682) 1797 11- 6=(-182) 111 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1897) 965 14-15=1 -51) 61 12- 6=( 0) 301 TOTAL LOAD = 42.0 PSF 7- 8=1-2195) 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=1 -65) 206 .0 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PIF 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 KDDF ( 625) 46'- 6.0" -273/ 1940V 0/ OH 5.50" 3.10 KDDF 1 625) 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 fin 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 ' . 1' '1 '1 1' 1' 12 12 6.00 (7 M-5x6 M-6x8 M-5x6 Q 6.00 M-5x8(S) .m 0.25" M-3x4 4 M-1,5x3 3 + M-4x6 9 res 0 I m \ . N 0 0 1� 10 1l1 12 133 14 sd5 M e FMo of M-4x6 M-3x4 0.25" M-1.5x3 � M-3x8 M-1.5x4 � ,O Pry OFtAUM-5x8(S) MSxB(S) S GINE 11 10-01-03 9-10-09 6-03-04 6-03-04 6-10-12 7-01 (,V 2' y2-coy 46-06 y „EC! 89200PE -Yr- JOB NAME : POLYGON 8056-A - E8 441,000r40,.. • Scale: 0.1410 (} /� WARNINGS: GENERAL NOTES, unlessothenMs°notW ''?.0 y OREGON �t(/ 1.Builder and erection contractor should be advised of alt General Notes 1.This design b based only upon the parameters shown and la for an hdMduai Truss: E8 and Warnings before conalnMlon commences. building component.Applicability of design parameters and properN 2.244 compression web bracing mus ba Installed where shown. incorporation of component b the responsibility the building dnelpner. /�, 9 y 14 9,43'‘ P 3.Additional temporary bracing to Insure Mobley during construction 2.Design assumes the top and bottom chords to be laterally braced al ^ Is the responsibility of me erector.AdMlonal permanent bracing of r continuous and sheathing o.c respectively woods braced thmuphoul Mob length by _ 1111:111..\-- DATE: ` 8/17/2017 the overall structure Is the respond Ally of the buildingdeN 20l 0Ofe atroamlor sudr as plywood required et where s een"nd/or drywall(BC). N 9iron 3.In Impact bridging or the lateral bracing regdred where shown.. SEQ.: K3 5 6 9 5 9 6 4.No bad should be applied to any component until alter all bracing and 4.Inatenallon of buss Is thresponsibility of the respective contractor. fasteners are complete and at no thin should any loads greater than 5.Design assumes trusses are to be used M a nonmonoaive environment, and are for"dry condition'of use. TRANS I D: LINK design bads be applied to any corrpone,s.cam T ua nes no control over and addwmed no m 8.Design assumes Ng bearing at as supports shown.Shim or wedge if EXPIRES: 12/31/2017 coca responsibility for the na fabrication,handling,shipment ands installation of components. 7.Design assumes adequate drainage is provided. August 1 7,201 7 8.This design is furnished subject to be limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPVWTCA In SCSI.copies of which we be furnished upon request lines coincide with joint center lines. 9.Digits Indicate she of plate In inches. MiTek USA,InciCompuTrus Software 7.8.8(10-E tO.For basic connector plate design values see ESR131 I,ESR-1988(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: 2x9 KDDF #1S13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 100 2-12=1-142) 188 3-12=1 -330) 302 9-17=1-666) 3222 BC: 2x6 KDDF #16ETR SPACED 29.0" O.C. 2- 3=( -170) 198 12-13=1-186) 224 12- 4=(-1074) 400 17-10=1-742) 976 WEBS: 2x4 KDDF STAND; 3- 4=1 -79) 306 13-14=1 -56) 470 4-13=1 -209) 674 10-18=1 0) 360 2x6 KDDF #2 A LOADING 4- 5=1 -456) 274 14-15=(-406) 294 13- 5=( -366) 192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -952) 390 15-16=1-906) 294 5-14=1 -209) 148 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 -322) 412 16-17=1-134) 576 6-14=( -326) 112 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1 -78) 1114 17-18=1-184) 1282 14- 7=( -76) 742 8- 9=( -129) 1276 18-11=(-182) 1286 15- 7=1 0) 298 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (B0) 9-10=1 -826) 298 7-16=(-1980) 338 ADDL: TC UNIF LL+DL= 10.0 PSF 9'- 4.5" TO 22'- 3.0" V 10-11=1-1548) 279 16- 8=1 -800) 146 16- 9=(-3209) 768 ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN ADDL: BC CONC LL+DL= 2828.0 LBS @ 37'- 2.5" BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA nails staggered: 9" oc lot 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR A 20 PSF 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/ SSOV -234/ 245H 5.50" 0.88 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 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 rowls) 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 1 625) 'PROVIDE FULL BEARING;Jts:2,12,16,11I ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 TO EACH PLY OF THE TRUSS. 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 a 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= -0.039" @ 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 1 . . 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 Wind: 140 mph, h-24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 8 12 load duration factor-1.6, M-5x6 M-3x8 6.00 6 .. M-5x6 Q 6.00 Truss designed for wind loads ..- in the plane of the truss only. M-5x6(5) M-3x9 M-3x6 5 o M-5x6(5) 0.25" 4 +I + + +e A 0.25" 0 M-1.5x3 4 + + 3 m o O B N o 1 12y 13 14 '' 15 0.25'i6 '. M-7x6 M-11 5x3 M-3x4 8 t o `� 0 PROFec, I 'M-3x4 IM-3x4 M-3x4 0.25" M-1.5x3o C y `� C o =M-8x8(S) M-8x10(S) 2828# . 1'+�`'N. wi, -7 y )' 9-05-08 5-01-06 5-04-14 6-03-04 6-02-04 4-11 7-02-11 7-11-01 )' �It./ ��n n��c 2_00 52-06 / GV�'' L JOB NAME : POLYGON 8056-A - EG1 Scale: 0.1252 -- �`,�► Cr WARNINGS: 1.Brut der and erection contractor should be advised of all General Notes GENERAL1. Ng Is based only upon ES, unless he peremerwise eteers shown and is for an individual O OREGON ty( /` Truss: EG1 end Warnings before construction commences. building component Applicability of design parameters and proper �� /�� z.zee compression web bracing muss be metered where shown.. Incorporation of component is the responsibility of the building designer. V w, 3.Additional temporary bracing to insure stability dump construction Z.Design assumes the lop and bottom chords to be laterally braced at ']. Is me responsibility of the ender.Additional t bracing of z'ntin and at a hin respectively woods braced(TC)an/ut mor langur). lig ii R t k-\- permanent 1'o.c. nal t 10'o.rg such as plywood required w ere ootn drywangth b DATE: 8/17/2017 me overall structure R me responsibility of the building designer. 3.2a Impact bridging or labral bracing required where show" SEQ.: K3 5 6 9 5 9 7 4.No bad should be applied to any component until after all badng and 4.Installation of muss b the responsibility MM.respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nommrrosive environment, TRANS I D- LINK design bads be applied to any component and are for'dry condition•of use. 5.CornpuTna hes no contra over end assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES, 12/31/2017 . necessary. fabrication,handling,shipment and installation components. 7.Design assumes adequate drainage b provided. August 17,2017 s.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 BGS),copies of which will be furnished upon request. fins colndde with Mint canter lines. 9.Digits Indicate sloe of plate in inches. MiTek USA,InciCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-12=(-172) 196 3-12=1 -322) 308 9-17=(-1364) 580 BC: 2x6 KDDF #168TR SPACED 24.0" O.C. 2- 3=( -236) 144 12-13=(-148) 204 12- 4=(-1534) 500 17-10=1 -232) 266 WEBS: 2x9 HOOF STAND; 3 4=1 -150) 240 13-14=(-138) 819 4-13=1 -302) 1098 10-18=1 -238) 252 2x6 KDDF #2 A LOADING 4- 5=( -876) 298 14-15=(-108) 934 13- 5=1 -680) 262 18-11=1 -170) 376 LL( 25.0)+01) 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=1 -98) 168 6-14=1 -56) 136 BC LATERAL SUPPORT <= 12"00. ION. TOTAL LOAD = 42.0 PIP 7- 8=1 -510) 388 17-18=1-122) 188 19- 7=1 -132) 106 8- 9=1 -636) 374 18-19=1 -94) 52 15- 7=1 0) 340 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=1 -110) 94 7-16=) -792) 290 DDL: 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 M-3x4 where shown; Jts:2,5,10-13,18 16- 9=1 -196) 884 ADDL: BC CONC LL+DL= 2379.0 LBS @ 37'- 2.5" ( 2 ) complete trusses required. ! Attach 2 ply with 3"x.131 DIA GUN BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -133/ 603V -201/ 29211 5.50" 0.96 HOOF ( 625) 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 rows) throughout 2x6 bottom chords, 37'- 4.3" -766/ 9006V 0/ lB 5.50" 6.00 KDDF ( 625) 9" oc in 1 row(s) throughout 2x9 webs, 96'- 6.0" -53/ 356V 0/ IN 5.50" 0.57 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 webs. •' For hanger specs. - See approved plans ',, (PROVIDE FULL BEARING;Jts:2,12,17,191 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 ALL CONCENTRATED LOADS MAX LL DEFL= 0.011" @ -2'- 0.0" Allowed= 0.200" 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" TO EACH PLY OF THE TRUSS. MAX TL DEFL= -0.031" @ 26'- 3.0" Allowed= 1.794" 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'- 9.3" MAX HORIZ. TL DEFL= 0.008" @ 46'- 4.3" 19-10 12-10 13-10 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. Wind: 140 mph, h-24.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 M-5x6 M-3x8 M-5x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 6 7 8 Q 6.00 load duration factor-1.6, ?N ... * End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. M-5x6(5) 5 0.25" + A 0 M-1.5x3 + 3 1 -/ 0 M i I 'n os pq L 1 o 1 2,. 12I 13 U4.25„ 15 �� 'f1 -...17 18 °°19 to II M-1.5x3 0.25 c =M-8x8(S) M-8x1�(S/)x6 M-1.5x3 co �'�p�+F'fi(jFF0 *2379# J GIN b ), 1, b i, 1, /, b lam. �A? Q1 J' y 9-05-08 5-01-06 5-04-14 6-03-04 6-02-04 4-11 7-04-07 1-09-05 2-00 46-06 '�' 89200PE <' JOB NAME : POLYGON 8056-A - EG2 _,4.40011e Scale: 0.1280 `I- ' le Cr WARNINGS: OThis NOdesign Is unless po the parameters 17 41OREGON 1.Builder and erection,contractor eho b be advised of all General Notes 1.Thle design le based only upon p esign p re shown and A firer individual ll V'V Truss: EG2 and warning,before conelmdlen mane„ building componentApplicability of design parameters and Proper 2.2x4 compression web bracing mus be installed where shown 0. Incorporation of component is Me responsibility M Nie building designer. �/y �9 y 14 Z,O� P-�-. 3.Addllbnal temporary bracing to in re stability during construction 2 Design assumes the top and bottom chards to be laterally braced et �./ j� V Is the responsibility of the erector. &Nona!permanent bracing of 2'continuous end et ea10'o.c.such a ply unless braced(TC)and/or their length by l ILA- DATE: � DATE: 8/17/2017 tit.overall structure is the responai any or the boldin designer. congnuous bridging ng such as plywood sheathing(TC)and/or drywall(SC). €�IIII 93.2x Impact badging or lidera!bracing required where shown SEQ. : K 3 5 6 9 5 9 B 4.No load should be applied to any portent until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no N &Auld any loads greater than 5.Design assumes busses are to be used in a nonconoaWe environment, TRANS ID: LINK design loads tenonwnto any co neat. and are foray soon^erase. 5.CompuTrus has no control over an assumes no responsibility for the 8.��Ign ass ee fiNl beaans at ail supports shown.Shim or wedge If EX PI RES: 12/31/2017 fabrication,handling, saryum shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August 1 7,201 7 6.This design A furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center g TPIANICA In SCSI,copies olwhich will be furnished upon request, lines cdndde with joint center lines. 9.Digits indicate sloe of plate In Inches. MiTek USA,Ina./ColnpuTnls Software 7.13.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-7=(0) 0 BC: 204 KDDF $1&BTR SPACED 24.0" O.C. 2-3=(-672) 557 . 3-4=(-438) 315 TC LATERAL SUPPORT 0= 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/ 43V 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 BEARING;Jts;2,7,3,9,5 8-05-04 4-06-07 '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 - -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 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 HORIZ. TL DEFL = -0.013" @ 11'- 11.2" M-3x6(S) Design conforms to main windforce-resisting 12 4 •' system and components and cladding criteria. 12.00 7Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, :i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d, load duration factor-1.6, '-i Truss designed for wind loads in the plane of the truss only. Co we,i 3 M Li, -/ i1 M-3x4 nn q c\t 1 00 4-00 l 8-11-11 y &� �N�aIN�"g V/p'v17 :92200P r- JOB NAME : POLYGON 8056-A - EJ13 % /, - Scale: 0.2554 t�10 j'}�.. WARNINOS. GENERAL NOTES, unless otherwise noted, , OREGON �"'A.. Truss: E J 1 3 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an individual J y�- and warnings before eonsWcibn commences building component Appuoabitty of design parameters and proper L.� �,s 1+` 2,2a4 compression web bracing moat ba Installed where shown,. bcaporetion of component h the responsibility of the building designer. <0 ^/r 14 2°��4 3.Additional temporary bracing to Insure stability doses construction 2.Design assumes Be top and bottom chords to be laterally braced et (./ Is the responsibility f the erector.Additional 2'o.c.and et 10'o.c.sock a plywoodly unless braced aurin throughout their length by � -� 0� pone ty o permanent bred of continuous sheathing such as sheathing(TC)endlor drywall(BC). DATE: 8/17/2017 the overall siruclure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown*r. SEQ.: K3 5 6 9 5 9 9 4.No load should be applied to any component until after all bracing and 4.Installation of hiss is the responsibility W the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS I D: LINK design loads be applied to any component and are roB1'dry condition`or lice. 5.Can Trus has no control over end assumes no responsibility6.Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2017 necpu for the emery. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 7,20.s 1 7 8.This design a furnished subject to the Imitations sat forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request Ines coindde with joint center lines. UTrus Software 7.8.8(1 L E I.Digits indicate size of plate In Inches. MITek USA,Ino./Com P )" 10.For bests connector plate design values see ESR-1311,ESR-7988(MITek) ( MIIIMIIIMIMIIMIMIIMIIIMMIIMIIIMW 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=1 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 <= 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 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" -14/ 311V -137/ 323H 5.50" 0.50 RODE ( 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" -224/ 301V 0/ 0H 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:2,6,3,4,51 6 -, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 0 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" It 7 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 7 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=l.6, 4r Truss designed for wind loads o in the plane of the truss only. 00 0 I 0 3 M O to _ 6►z. o 1 M-3x4 CO PRO Fe y y y � t5NGINEE / 1-00 4-00 6-03-02 'h % {t/ 11 89200PE <" JOB NAME : POLYGON 8056-A - EJ14 `0"'• Scale: 0.3194 WARNINGS: GENERAL NOTES, uMeae o0rorwbe noted: +ate OREGON A �'4 1 BMlder and erection contractor a bold be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an IndMdual )L)/ Truss: E J 14 and waminge before construction commences. building componentApplicability of design parameters and Proper 2.2s4 compression web bradng must be Installed where shown.. Incorporation m component la the responsibility of me building designer. /0 9Y 14 (y, 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chords to be btereUy braced el ('�[ la Me responsibility M IM erocla.Additional 1/tracing of Z'o.c.and at 10'o.c.respectively unless braced throughout their length by C"p �t v nY permane^ oontinuws sheathing such as plywood aheathtng(TC)and/or drywall(BC). f4,•,��'i IO- DATE: 8/17/2017 the overall etn,dure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown,s SEQ. : K 3 5 6 9 6 0 0 4.No load should be applied to an component until after all bracing and 4.Installation of truss Is the responsibility of the respedlve contractor. fasteners ere complete and at no time should any loads greeter than 5.Design assumes hisses are to be used in a non-corrosive environment, TRANS ID: LINK desgnloads be applied toany componeM. andgnassumyooremmn•orata S CompuTnn has no=trot over,nd assumes no rebili for the 5.Deegn sea are for Monne at.n.uppo n.hewn.shim or wedge If EXPIRES: 12/31/2017 responsibility ecessary.am fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 7,201 7 8.This design u furnished subject to the limitations set IoM by 8.Plates shall be located on beth faces of truss,end placed so their center TPI!WTCA In SCSI,copies of which will be furnished upon request. linea adndde with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6.8(10-E 10.For basic connector plate design values see ESR-1311,ESR-1888(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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-331) 288 3-4=( -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 BRG 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 IOPSF 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" MAX TC PANEL LL DEFL = -0.010" @ 2'- 0.8" Allowed = 0.338" �I 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'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 6'- 11.2" 12 12.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads (# o in the plane of the truss only. In M11.111111.111111 1 0 I m o /---- t - �- 1 r.A of �� 5►� ->' M-3x4 y 1-00 y 4-00 y 3-00 b ��,D PR©,�F061 15. ` " 89200PE r' JOB NAME : POLYGON 8056-A - EJ15 _,4111P40/,40,-, _ Scale: 0.4204 ,- 0411 .=== le WARNINGS: OENERAe design Is b unless ohise parameters 4, 4/OREGON �"`. 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the paremelen shown and is for an Individual 1VJ fl C l7 V i V w� Truss: EJ15 and Warnings before construction commences. buNding component Appllwbisty of design parameters and proper ©!*s"�` 2.2s4 compression web bredng must be installed where shown incorporation o1 component la IM responsibility of the building daslgnar. /O 1 A ••i1,•• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �N _ !`i Is the responsibility of the erector.Additional permanent bracing of 2'continuous ou et ea o.c.respectively unless braced(TC)anthroughout maty all(B). /II 0'RI 0- DATE: 8/17/2017 the overall structure is the responsibility f the building designer. w"mpact sheathing sum as plywood airedsheatv iere s own•erywall(BC). ��'III(� puna p n n9 g 4.In Impact oftruss bridging Is lateral boning required the whore shown t o SEQ.: K3 5 6 9 6 O 1 4.No bed should be applied to any component until after el bracing and 4.Installation of base k the responsibility of me respedWe contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-connive environment, des bads be applied to an end era for`dry condition.of use. TRANS ID: LINK design pp rwmponent. E CompaTNs has no control over and assumes no responsibility/or the S Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 1213.112017 fabrication,handling.shipment and iealallation of components. mbeaur/. 1 ].Designassumesbescated on both is provided. August 17,2017 8.This design is furnished subject to me limitations set forth by S.f'letea shall be located on both feces of Inas,and placed so their center TPINVICA In BCSI,copies of whim Mil be furnished upon request. lines coincide with joint center linea. 8.Digits Indicate size of plate In inches. MfTek USA,Ino./ColnpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1938(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 ROOF #10010 LOAD DURATION INCREASE - 1.15 1-2=( 0) 80 2-7-(-46) 63 7-6-( 0) 18 BC: 2x4 KDDF X15BTR SPACED 24.0" O.C. 2-3-(-315) 231 6-8=(-63) 85 6-3-( 0) 33 3-4-(-269) 216 3-8=(-136) 100 WEBS: 2x4 KDDF STAND LOADING 9-5-( -93) 68 TC LATERAL SUPPORT <= 12"OC. DON. 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 ROOF ( 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. lamp. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 7-00 MAXI LLADEFLL FLE-00100002"I LIMITS:-1 -L-0.0"O , =Allowed100" 5 MAX TL DELL - -0.003" @ -1'- 0.0" Allowed- 0.133" MAX TC PANEL LL DEFL - 0.005" @ 1'- 2.5" Allowed - 0.177" h MAX TC PANEL TL DEFL `SEASONED LUMBER IN I DRY SERVICE.7" dCONDITIONS MAX HORIZ. LL DEFL 0.005" @ 3'- 9.7" MAX HORIZ. TL DEFL - 0.006" @ 3'- 9.7" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 411 (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. w M-4x6 3 4rNk r1 �8 O f 1a�a1 1 •, in -� O �� M33x4 ,, o M-3x4 M-3x6 M-1.5x3 2-03-12 1-08-04 l� v r RQF4-s 1-00 2-05-08 9-0.-08 mac?.. NGINE�cR el 4-00 3-00 I‘C' :9200P f" 4001F • JOB NAME : POLYGON 8056-A 2t EJ15C Scale: 0.3612 OREGON /y I WARNINGS: GENERAL NOTES, unless olherMse noted: ��JJ 1"1 CL7 V V '.f✓ 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown and Is for an indeiduel ?/1 ) •1 A e,0 C? 2. - Truss: E J 1 5 C and Warnings before construdloq commences. building component Applicability of design parameters and proper 1 Y 2.2x4 compression web bracing must be installed where shown v. incorporation of component Is the responsibility of Me building designer. a.s 3.Additional temporary bracing to Mune stability during construction 2.Design assumes the lop and bottom chorda to be labrelly brece0 at R RIO-. 2'o.c.and at 10'o.c.respectively unless braced throughout heir length by A the responsibility Mthe erector;Additional permanent bracing of continuous sheathing such as plywood aheatMng(TC)andfor drywall(BG). DATE: 8/17/2017 the overall Structure Is the resporpdbiUty of the building designer. 3.2x impact bddging or lateral bracing required where shown a+ 4.No bad ehouid be applied to any;component until after all bracing end 4.Installation of truss Is the responsibility of Me reaped'.contractor. SEQ.: K 3 5 6 9 6 0 2 fasteners are°ompiete and at no,gme should any loads greater than 5.Design assumes trusses are to be used Ina non-cunosIve environment, EXPIRES: 12/3112017 TRANS ID: LINK design loads be aPplbdto any component andareforaycn,Ubbeaarring get ell supporta shown.Shim or wedge If use. 5.ComWTrus has no control over end eseumes no responsibility for the 8 nDesign ryssumes full August 17,2017 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate aminate Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both laces of truss,and placed so their center TPINOTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center Uses. 5.Digits indicate slut of plate in Inches. MWTek USA,Ino./CompuTrus Software 7.6.8(1L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.8" POND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x9 RUDE $16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RIDE #16BTR SPACED 29.0" O.C. NOTE:Design assumes moisture content does WEBS: 2x9 KDDF STAND not exceed 19% at time of manufacture. 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 92.0 PSF Wind: 190 mph, h=20.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, • Unbalanced live loads have been LL = 25 PIE Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DS r), load duration factor=l.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 1DPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 5-05-15 5-05-15 1` T T 3-09-15 2-07-01 2-07-01 3-09-15 ' 1' T T 1' 12 IIM-4x9 12 6.00 Q 6.00 4.0" TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. a ,1`„ 2X4 STRIPPING REQUIRED AT 24"OC WHERE CONTINUOUS BEARING IS 1111SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. M-1.5x9 71.5.43 A to 111 ll 1111 • inf I I i 1 7 M W Ai I 0 8 9 10 0 M-3x4 M-3x6 M-3x6 M-3x6 M-3x4 ii 1 b b 3-09-15 2-07-01 2-07-01 3-09-15 0 > 0 y ,c1,;‘'‘ ...,C1 PRFFss 0-03-04 10-11-14 0-03-04 kJ �' 89200PE ter' JOB NAME : POLYGON 8056-A - ECAP L—" /� Scale: 0.5173 ve �"�. y OREGON WARNINGS: GENERAL NOTES, unless otherwise noted. • IX 1.Bunder and erection contractor should be adwsed of all General Notes 1.This design Is based only upon the parameters shown and is for an indhddual �a" 9 y 2,0 �4 Truss: ECAP and Warnings before construction commences. building component Applicability of design parameters and proper 14 L 2 204 compression web bracing mast ba Installed where shown>` Incorporation of component h the responsibility of Be balding designer. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords b to be laterally braced at M � L( V Is the responsibility of me erecta.Additional permanent bracing of 2'on.end at 10'o.c.respectively unless braced throughout Nair length by !'j 1� continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). DATE: 8/17/2017 the overall structure Is the responsibility of the banding designer. 3.2x Impact b rltrusging or the bracingbooms ry of the whore e showo++ SEQ.: K3569603 4.No dad.nada he apples d any component w101 arta,an bracing and 4.Installation"f was is Ne reapm,IdlSy or 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 nolnmrroslve environment, and ere for'dry condition'of use. EXPIRES: 12/31/2417 TRANS I D: LINK design sm loads be appnee to acomponent. 5.Compurms has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.shim or wedge H fabrication,handling,shipment and Installation of components. necessary. August 17,2017 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 TPIMTCA In SCSI,copies of which w5l be famished upon request. lines coincide with joint center lines. uTrus Software+7.6.8-SP2 i L E 5.Digits indicate she of plate in Inches. MiTek USA,Inc./Com P ( )' 10.For basic connector plate design values see ESR-1311,ESR-1988(MITA) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.8" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF 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"0C. UON. OL ON BOTTOM CHORD m 10.0 PSF TOTAL LOAD - 42.0 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 saggered: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) 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 f f T 12 12 6.00 IIM-4x4 '`-' 16.00 44.0" TRUSS DESIGNED AS A PIGGYBACK.STRUCTURAL TRUSS IS BELOW. I I - 2X4 STRIPPING REQUIRED AT 24"OC WHERE CONTINUOUS BEARING IS MI l - SHOWN.SEE INDUSTRY STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS. M-1.5 4 M-1.5x4 2.0" II 2 11.1 -7� ,di l �p I I �_ 7 rn o 1 I =//////////////////////////////////////////////H//////////////////////////// I -so 0 1 8 9 10 0 M-3x4 M-3x6 M-3x6 M-3x6 M-3x4 y y ), b b 3-09-15 2-07-01 2-07-01 3-09-15 k i y y ��rO PRpres 0-03-04 10-11-14 0-03-04 w NGINE,6- s/0 7 17 ' 89200PE <' JOB NAME : POLYGON 8056-A - EGCAP Scale: 0.50480 4L- 7L , OREGON 4/ �4// WARNINGS: GENERAL NOTES, unless othesese noted: 1.Builder end erection contractor uld be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual /O -Ty- A 2,0 �.4 Truss: EGCAP and Waminge before comtn,• commences. building component.Applicability of design parameters and proper /M 4 z.zsb compression costo bracing m at be Installed where shown+. Incorporation of component Is the responsibility of me building designer. 3.Additional temporary brachq to I�sure stability doing construction 2.Design assumes the top and bottom chorda lobe letoralty paced at R I t\- bY Is the reeponelbIlity of the ameba Additional permanent bredng of 2'ntinc.and sheathing hin.respectively as plly sows neecetl t1C)throuan/mbir length(. oh continuous such as plywood sheetMnp(TC)and/or tlrywall(BC). DATE: 8/17/2017 the overall Madura is the resportdbtiily of the building designer. 3.20 Impact bridging or lateral bracing required where shown 5 5 SEQ.: K 3 5 6 9 6 0 4 4.No bad should be applied to an component until after all bracing and 4.installation of trues Is the responsibility of de respective contractor. fasteners are complete and at time should any bade greater than 5.Design assumes trusses are to be used Inc non-corraeve environment, EXPIRES; 12/31/2017 design bads be applied to any�cgmpnnent. and are for'dry full bariion.of use. TRANS I D: LINK s.CompoTrus hes no control over and assumes no responsibility for the S.Design assumes foil bearing at ell supports shown.Shim or wedge if August 17,2017 scary. fabrication,handling,shipment end installation of component. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plata shell be located on both feces of Inns,and placed eo their center TPINITCA In SCSI,copies of w14ch 0.01 be furnished upon request. tins colndde with joint center lines. 9.Digits indicate size of plate In Inches. M(Tek USA tnc./CompuTrua Software+7.6.8-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t988(MITek) This design prepared from computer input by Pacific Lumber 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 TC: 2x6 KDDF k1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 101 2-13=( -751) 2187 3-13=( -93) 284 11-18=(-747) 454 2x4 KDDF k1673TR T1 2- 3=(-2575) 801 13-14=(-1127) 2630 13- 4=( -78) 500 18-12=(-251) 198 BC: 2x6 KDDF 91613TR 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=(-2487) 1018 17-18=( -396) 632 7-15=(-1395) 674 BC LATERAL SUPPORT 1= 12"OC. UON. BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 46'- 7.5" V 7- 8=(-1018) 445 15- 8=( -388) 1306 8- 9=( -866) 1984 8-16=(-2922) 1296 TC CONC LL( 200.0)+DL( 56.0)= 256.0 LBS @ 8'- 0.0" 9-10=( -866) 1984 16- 9=( -636) 471 NOTE: 2x4 BRACING AT 24"0C 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 -------.,--,-================------- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17-11=) -369) 377 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" -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. 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- 0.104" @ 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" i 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: 190 mph, h=15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, f-' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7-11-11 38-07-13 load duration factor-1.6, f f f 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. f 3-10-09 3-05-11 f 4-06-13 5-02-04 5-02-04 5-04f 6-01-08 5-11-12 6-03-04 f f ff f f f f f f f 7-09-12 f2568 12 M-5x6(S) 6.00 . M-4x6 M-3x4 M-3x4 M-5x6 M-1.5x3 M-3x8 M-3x4 M-1.5x3 5 4 6 7 8 9 10 11 12 rh M-1.5x3 f ft CT B Iti 3 + I + \+ o o N 0 0 o 1,00.45(.. 2 13 14 15 �16 17 r 18 `` F1 II I �M-3x6 M-3x8 0.25" -M-9x4 0.25" M-3x4 M-3x4 ._co PFI M-7x6(S) 1-1M-8x8(S) c. GINE -4 1 l y y y b b N. �N F� 0' y27-02-08 7-02-OB 7-00-12 6-11 46-07-087-00-12 9-01-06 9-03-02 )' ©L3n p JOB NAME : POLYGON 8056-A - Fl .A II4 ':• Scale: 0.1419 )� WARNINGS: GENERAL NOTES, unless olhenelee noted OREGON 1(/, I.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 indMdual '_ A- IX Truss: Fl and warnings before construction commences building component Applicability of design perameters and proper w j �/� ^� �'` 2.2z4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of Me butiding designor. y.0. y y vj lr 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom chords to be laterally braced et �./ I't 01''' by Ie the responNblllty of the erector.Additional permanent bracing of 2'o.c.end at 10'sheo.cathing respectively a ply unless braced(TC)and/or Meir langur). ".7$`R 1�� conmpact ehging or such l b w inti rewood air a when s over drywell(BC). 44,,��rLJl DATE: 8/17/2017 int overall slmdure la the responsibility of the building designer. 3.2x impact bridging or lateral bracing required wham shovel SEQ.: Id'3 5 6 9 6 0 5 4.No load 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 end et no time should any loads greeter than 5.Design assumes trusses are lobe used in a non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are or`dry condition.of use. 5.CompuTnn has no control We/and assumes no responsibility M the 8.Oeaigaary umee favi bearing at all supports shown.Shim or wedge 1/ EXPIRES: 12/31/2017 ncesfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 7,20 g1 7 8.This design is furnished subject to the limitations set forth by 0.Plates shall be located on both feces of trues,and placed so their center TPI/TCA in BCS(,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of pirate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1088(Mask) 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/DIF/Cq=1.00 TC: 2x6 KDDF k16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-13=(-1011) 1443 3-13=( -83) 138 11-18=(-515) 153 2x9 KDDF #16BTR T1 SPACED 29.0" O.C. 2- 3=(-1714) 932 13-14=1-1063) 1652 13- 4=) -87) 388 18-12=(-167) 100 BC: 2x6 ROOF #16BTR 3- 4=(-1560) 877 14-15=( -677) 1279 13- 6=( -385) 226 WEBS: 2x9 KDDF STAND LOADING 4- 5=) 0) 0 15-16=( -153) 296 6-14=( -178) 353 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1354) 821 16-17=1 -104) 124 19- 7=( -330) 423 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1574) 892 17-18=( -128) 436 7-15=) -891) 592 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 POP 7- 8=( -657) 288 15- 8=) -334) 840 8- 9=( -646) 1288 8-16=(-1896) 882 LL - 25 PSF Ground Snow (Pg) 9-10=) -646) 1288 16- 9=) -423) 237 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=( -297) 90 16-10=(-1493) 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) 988 -------------------=-.====------ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17-11=1 -237) 263 OVERHANGS: 24.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BEARING MAX VERT MAX WORD BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -232/ 1269V -57/ 139H 5.50" 2.03 KDDF ( 625) vertical members ltonl• 28'- 3.0" -284/ 2386V 0/ OH 5.50" 3.82 KDDF ( 625) 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 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/290, 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 BORIZ. LL DEFL - -0.023" @ 46'- 4.0" MAX HORIZ. TL DEFL = 0.029" @ 96'- 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, 11-11-11 �� 34-07-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, 11-11-11 14-07-13 20-00 Truss designed for wind loads 3-10-09 3-05-11 4-02-08 5-02-04 5-02-04 5-04f 6-01-08 5-11-12 6-03-04 in the plane of the truss only. T 4 4 T 4 T T 4 T T T 7-09-12 f f 5 12 M-5x6(S) 6.00 M-4x6 M-3x6 M-1.5x3 -1-..m-4x4 M-1.5x3 4 6 7 0 9 10 11 12 kq M-1.5x3 c. rn \/N/ \/ < c o MN 1 2 13 1�� 15 , 16 17 r 18 e.vft P 1'� r tt M-3x8 0.251' 0.25" I y 1-fl 0�'` b y 14-7.6(s) b L-1,4-8,03(s) J. L b tN .AGAVE`•j 0 7-02-08 7-00-12 6-11 7-00-12 9-01-06 9-03-02 LCI ,3y y2-00 46-07-08 y :9200PE <" JOB NAME : POLYGON 8056-A - F2 Scale: 0.1419 Il �� le WARNINGS: GENERAL NOTES, unless omerMse noted: 'TSG OREGON 1 f.:J O EGA 1 h V /,� 1.Builder and erection contractor should be advised of ell General soles 1.Thls design Is based only upon the parameters shown and Is for an IndMdual fl V I V v W Truss: F2 and Warnings before ccobu scliun commences building component Applicability of design parameters and proper J 2.2x4 compression web bredng must be Installed where shown incorporation of component Is me responsibility2.Design assumes the top end bottom chorda to be b me wilding designer. �/'1 "I Y 14 Q �"'�`' 3.Additional temporary bracing to Smite stability during construction laterally braced at �.! Is ms responsibility of the erecta;Additional permanent bracing of 2'o.c.end et 1d onreepeclively unless braced throughout bngm by �RIO- continuous DATE: 8/17/2 017 the overall structure la the resporllblu f the builds desi ner. tbridgingsheathing or such as acing e required a where seer n drywall(BC). b o building g 3.2z Impact sheath or lateral bracingdsheat where shwm SEQ.: 3 5 6 9 6 0 6 4.No load should be applied to any'component until after all bracing and 4.Dealin i n of i s Is ssethhe ere oto beNuayd it a non-corrosivespecti �entracconr. fasteners are complete and at na b.,,e should any toed,greater than W design bads be applied to any component. and are for"dry axldlibn'of use. TRANS I D: LINK 6.CompuTrus has no control over end assumes no responsibility for the 6.Design asses con bearing at an supports shown.Shim or wedge If EXPIRES: 12/31/2017 eary.um fabrication,handling,shipment and kretallatbn of components. 7.Design inhumes adequate drainage Is provided. 6.This design is furnished eubled IS me limitations set forth by a.Plates shall be located on both faces of was,and pieced so mete center August 17,2017 TPIIWTCA In SCSI.copies of which will be furnished upon request. lines confide with joint ceder lines. 9.Digits Indicate size W plate In Inches. Mirek USA.InciConlpuTrus Software 7.8.8(10-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 96'- 7.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-14-1-497) 1379 3-14=1 -214) 216 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2- 3=1-1596) 637 14-15=1-323) 1108 14- 4=( -55) 378 WEBS: 2x4 KDDF STAND 3- 4=1-1384) 597 15-16-1 -30) 304 4-15=1 -567) 376 LOADING 4- 5=1 -794) 462 16-17=1 -30) 304 15- 5=1 0) 133 . TC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 0) 0 17-18=1-675) 495 15- 7=( -329) 694 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 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=1-183) 479 7-17=(-1494) 582 8-10-1 -40) 371 17- 8=1-1212) 570 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-18=1 -902) 933 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 -76) 461 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 -195) 419 OVERHANGS: 29.0" 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 8RG REQUIRED ERG 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/ 2950V 0/ OH 5.50" 3.67 KDDF ( 625) 46'- 7.5" -59/ 484V 0/ OH 4.00" 0.77 KDDF ( 625) 'PROVIDE FULL BEARING;Jts:2.17,13I 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, f T . T (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, T f f '(-( f f f f f f Truss designed for wind loads 12 M-4x6 6 M-3X8 9 M-4x6 12 Q 6.00 in the plane of the truss only. 6.00 M-5x6(S) 6 7 e M-5x6(5) 0.254 4 rr 0.25" M-1.5x33 2+ + +N + M-1.5x3 1\ M \ . v.) o Ill r ~ of 1 14 0,25" 16 17 2 18 19 j13 rO ❑ r o M-1.5x3 o.25" ��yV rRp�ts o M-5x8(S) M-5x12(5) y y y y . . y y ANGIN - wo J' y 7-11-07 7-05-04 6-05-03 6-03-07 3-03-01 7-05-04 7-09-15S? 1,�, . 2-00 96-07-08 y ' ".. 89200PE r- a JOB NAME : POLYGON 8056-A - F3 Scale: 0.1331le - [y /' �� WARNINGS. GENERAL NOTES, unless omerwlse noted: "�7• OREGON �44,/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Be parameters shown and is for an Individual L C Truss: F 3 and Warnings before construction commences building component Applicability of design tars and N g parameters proper .7 20 2 204 compression web bredng must be installed where shown+, assign retbn of component is the responsibility of me building designer. I/'y ry 3.Additional temporary bractng to Insure stability during wnefructlon 2.Design assumes the top and bottom chortle to be IateraNy braced at V (�., Is the responsibility permanent ng of 2'o.c.and et 10'o.c.respectively unless braced throughout rusk length by l �� epon tyof the erector.Additional Ibred conWuoussheathing such as plywood sheaming(TC)and/or drywall(BC). l' DATE: 8/17/2017 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 7 4.No bad 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-corrosive environment TRANS I D: LINK design keds be applied to any component, and am for'dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2017 ry/,ry )2017 necesfabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage Is provided. Ll s1 1 7 L 1 This design is hed 5.TPIMTCAInSCSI,copis6ject to be limitations set ofwhichwillbefurnishedforth by uponrequest. S Ilnesss shall coincidewlm)intceon nerllneath sallmw,antlplecetleotheircanter August 17,2017 Mitek USA,Inc/Com uTrus Software 1 L 7.8.8 9.Digits indicate aloe of plate In inches. P ( )-E t0.For basic connector plate design values see ESR-1317,EB14-7988(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: 2x4 KDDF #1113TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-14=(-556) 1397 3-14=1 -214) 227 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1596) 762 14-15=(-372) 1128 14- 4=( -63) 378 3- 4=1-1384) 718 15-16=1 -55) 317 4-15=1 -567) 311 WEBS: 2x4 KDDF STAND LOADING 4- 5=1 -816) 596 16-17=1 -55) 317 15- 5=( 0) 133 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1 0) 0 17-18=(-675) 528 15- 7=( -311) 694 BC LATERAL SUPPORT G= 12"OC. UON. 1 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -685) 584 18-19=1 -56) 138 16- 7=1 0) 331 TOTAL LOAD = 42.0 PSF 7- 9=( -124) 720 19-13=(-152) 474 7-17=(-1531) 808 8-10=1 0) 0 17- 9=(-1212) 766 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 9-10=1 -40) 382 9-18=1 -388) 933 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 -76) 473 10-18=1 -324) 165 ________________---____-----_ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 -402) 192 18-11=1 -632) 363 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13-1 -608) 266 11-19-1 -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-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (lion). 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) 'PROVIDE FULL BEARING:Jts:2,17,131 (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: 1,1,=1/240, 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 Wind: 140 mph, h=15.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 5-03-15 4-11-08 5-03 4-10-052-03-01 5-04-07 1-02-2809-13 5-03 4-11-08 5-02-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 12 6 8 12 in the plane of the truss only. 6.00Q 6.00 M-4x6 M-3x8 M-4x6 M-5x6(5) 5 7 9 M-5x6(5) 0.25" 0.25" 4 �1 M-1.5x3 +A + M-1.5x3 3 O / N a 2 tO PROF, 10 1 14 15 '( 16 17 18 19 ``130 0.25 M-1.5x3 El 0.25° to �` 61 M-5x8(S) M-5x12(S) �Co' NGINEt� '/0 b J, Y 1 l l b y c '{G '9 2i J, l 7-11-07 7-05-04 6-05-03 6-03-07 3-03-01 7-05-04 7-09-15 `� (� E"<" 0 r- 2-00 46-07-08 JOB NAME : POLYGON 8056-A - F4 Scale: 0.1331 Ill WARNINGS: GENERAL NOTES, unless°mamba noted: �� O �•` N�* �� 1.Builder and erection contractor odd be adcsed of all General Notes 1.This design 8 based only upon the parameters shown end le f.an individual N Truss: F4 and Winnings before constructl commences. building component.Applicability of design parameters and prop. �Q t, n{� �1 2.2x4 compression web bradn9 st be Installed where shown 4. Incoryoretlon of component b the responsibility of the building designer. u/ *). •+4 G,"' {- 3.Additional temporal),bracing to ih sure stability during construction 2.Design assumes the top and bottom chorda fo be laterally braced el Is the responsibility of the erectors.Additional permanent bracing f 2'o.c,end at 10'o.c,such a ply unless braced(TC)hour Meir all(B by ,i. ).' '''' '1 y 1R 10\ g° conllnuaua sheathing such as plywood sheathing(TC)and/.drywall(BC). ('l)"'S - DATE: 8/17/2017 the overall structure Is the resp°slbillty of the building designer. 3.2x Impact bridging.lateral bracing required whore shown 4 SEQ. : K3 5 6 9 6 0 8 4.No load should be applied to an:component until alter all bracing and 4.Installation of troae le the reeponsibley of the respective contractor. fasteners ere complete and at no toe should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry full tion'of usa. 5.CompuTnre has no control over end assumes no responsibility for me 6.Design assumes full bearing el all supports shaven.Shim or wedge If EXPIRES: 12/31/2017=saes m fabrication,handling,shipment a Sc5.5 limitations cation of components. T.Design assumes adequate both is provided. August 17,2017 6.This design is furnished subject the li itations set forth by 8.plates shell be boated on both feces of byes,and placed so their center TPIANTCA In SCSI,copes of which will be furnished upon request lines coincide with pint cent.lines. 9.Digits Indicate she of plate In inches. MiTek USA,Inc.ICompuTrus Software 7.6.80 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1888(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: 2x9 KDDF #169TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2-12=1-420) 1587 3-12=1 -298) 301 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1668) 615 12-13=1-177) 1121 12- 4=1 -153) 597 WEBS: 2x4 KDDF STAND 3- 4=(-1497) 615 13-14=1 -65) 624 4-13=1 -687) 367 LOADING 4- 5=1 -643) 900 19-15=(-518) 480 13- 5=1 -162) 801 TC LATERAL SUPPORT <= 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=1 -158) 366 16-10=1 -97) 459 14- 6=1 -175) 82 • TOTAL LOAD = 42.0 PSF 7- 8=1 -95) 678 14- 7=1 -359) 1255 OVERHANGS: 24.0" 24.0" 8- 9=( -937) 189 7-15=1-1728) 769 LL = 25 PSF Ground Snow (Pg) 9-10=1 -612) 187 15- 8=1 -719) 378 10-11=1 0) 101 8-16=1 -179) 646 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -176/ 1277V -276/ 276H 5.50" 2.09 KDDF ( 625) 28'- 4.7" -264/ 2901V 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:2,15,10I 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 - -0.071" @ 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" @ 98'- 9.0" Allowed= 0.200" MAX TL DEFL = 0.093" @ 48'- 9.0" Allowed= 0.267" SEASONED LUMBER IN DRY SERVICE CONDITIONS 23-09-08 23-04-08 MAX HORIZ. LL DEFL = 0.023" @ 46'- 3.5" f f ' MAX HORIZ. TL DEFL - 0.034" @ 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 T T T T T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. p IIM-9x4 6.00 Q6.DD 4.0" Wind: 140 mph, h=16.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 6 ,/,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 1 load duration factor=1.6, Truss designed for wind loads M-3x95 1.1 �7M-9x4 in the plane of the truss only. M-5x6(5) M-5x6(5) 0.25" 0.25" 4 +1 M-1.5x3 M-1.5x3 3 + /.)ipp:cc \ a o III o I u1 W 1 2 w 12 3 'r 19 T 15 16 ^`lr 1 0 I M-3x9 M-3x4 u.25" M-3x8 0.25 �t d PR OFt o M-3x4 M-3x9 I C(� M-5x6(5) M-5x6(S) �``" �^INE5�� b b y b b b y C?`' ,N �19 °2 8-04-07 9-11-13 5-00-04 5-00-04 9-11-13 8-04-07 b 89200PE 2-00 46-09 2-00 JOB NAME : POLYGON 8056-A - F5 - /��.. Scale: 0.1252 [�' WARNINGS: G.This design unless uolh Its a -74. OREGON h �` 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon Ina parameters shown and is for an lodlNtlual fl �7 V'V\Vs Truss: F 5 and warnings before construction commences building component.Applicability of design parameters end proper 2.204 compression web bracing must be Installed where shown+ incorporation d component is the responsibility d Me building designer. Q -9 y 14 2d �,..�". 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda for be laterally braced al Is Me responsibility of the erector.Additional permanent bracing of T o.c,end x110'or.respectively unless braced throughout their length by �o. �� DATE: 8/17/2017 Me overall structure le Me responsibility or Me building designer. continuous sheathing g such all plywood sheathing(TC)and/or drywall(BC). ty ng 9 3.2x Impact bridging or lateral bracing requited where shown* SEQ.: V356960 9 4.No bad should be applied to any component un18 after all bracing and 4.Installation of truss Is the responsibility of Me aspecloe contactor. N fasteners ere complete end no time should any loads greater than 5.Design assumes busses are to be used in a non-conoeive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.of use. 5.CompuTros has no control over end assumes no responsibility for the 8.Design assumes full bearing al e8 supports shown.Shim or wedge If EXPIRES: 12/31/2017 scary. lade deCn,handling.shipment and Installation e(p t tooth nta. 7.Design mume10 adequate drainage is provided. August 17,2017 0.This design b hmished subject to the limitations set forth by 8.Plates shall be located on both laces of Inas,and pieced so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of pleb in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(11.)-E 10.For basic connector plate design values see EBR-1311,EOR-1888(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 A16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2-12=( -95) 729 3-12=( -345) 319 BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2- 3=( -713) 237 12-13=(-221) 236 12- 4=( -173) 652 WEBS: 204 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 PSF 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 10-11=( 0) 101 8-16=( -169) 624 M-3x4 where shown; Jts:2,5,7,10,12,16 16- 9=( -330) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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/ OH 5.50" 3.98 KDDF ( 625) 46'- 9.0" -147/ 971V 0/ OH 5.50" 1.55 KDDF ( 625) 1PROVIDE FULL BEARING;Jts:2,14,101 'COND. 2: Design checked for net(-5 osf) 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 = -0.029" @ 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 DELL = -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 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. IIM-4x4 Q 6.00 6.00 (7 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 factor=1.6, a\. Truss designed for wind loads in the plane of the:i: nly. M-5x6(5) 0.25" 15 7,14'. ..M-5x6(S) 0.25" 4 8 tt M-1.5x3 M-1.5x3 3 + P ut = . 177M 1 2`. 12 len 14 1'15 16 lr 1 0 PR©F ` ��'� r� �t/p. M-5x.(S) M-5x6(S) ^�� V y y y b b y 't9, 8-04-07 9-11-13 3-08-08 6-04 9-11-13 8-04-07 .,'t,/. y b 2-00 :9200PE = 2-00 46-09 JOB NAME : POLYGON 8056-A F6 Scale: 0.1252 40. ' 41P WARNINGS: GENERAL NOTES, unless omer0sa noted • OREGON h- �� 1.Builder and erection contractor s Could be advised of all General Notes 1.This design is based only upon the parameters shown and is loran individual l^ Truss: F6 and Warnings before mnscoolb 1 commences. building component.Applicability of design parameters and proper �(�N 2.1x1 compression web bracing mist be metalled where shown.. incorporation d component Is the responsibility of the building designer. L/0 '.14.' 1 4 ^` �.y 3.Additional temporary bracing to Beure stability during construction 1 Design assumes me top and bottom chords to be laterally braced at (]�C- hout their length by N the responsibility of the erector.Additional permanent braving of s ntinuone sth timing suchc as sheathing(TCtively unless braced )and/or drywall(BC). �EJ R11.-V-. I DATE: 8/17/2017 the overall structure Is the respolsiblily of the buiWirg designer. 3.2z lmped bridging or lateral bracing required where shown n o 4.Na load should be applied to an component until after all bracing and 4.Installation o/truss h the responsibility of the respective contractor. SEQ.: K 3 5 6 9 61 0 fasteners are complete and atlime should any loads greater than 5.Design assumes trusses are to be used it a non-carroNve environment. design Wad:be applied b any mponent. and are for'My condition•of use. TRANS I D: LINK nor assumes no responsibility for the 6.Dea� ugn see me,mil bean g.t all supports strewn.Shim or wedge If5.Cahoon.has no control overEXPIRES: 12/31/2017 ary. fabrication,handling,shipment and Installation of l components. 7.Design assumes adequate drainage is provided. August 17,201t 7 6.This design is furnished subject W me limitations set form by 8.Pietas shell be located on both feces of buss,and placed so their center TPI/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. D.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.8.80 L)-E 10.For basic connector plate design veues see ESR-1311,ESR-1883(MRek) 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 #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 61&BTR SPACED 24.0" O.C. 2- 3=( -190) 737 10-11=(-239) ( -680) 931 WEBS: 2x4 KDDF STAND; 3- 4=( -101) 718 11-12=( 68) 249 3-11=( -39 ) 252 2x4 DF STAND A LOADING 4- 5=( -672) 506 12-13=(-208) 1059 11- 4=(-1699) 671 LL( 25.011-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 <= 12"OC. VON. 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 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" -41/ 279V -280/ 268H 5.50" 0.95 KDDF ( 625) 14'- 0.2" -369/ 2392V 0/ OH 5.50" 3.83 KDDF ( 625) 96'- 6.0" -277/ 1483V 0/ OH 5.50" 2.37 KDDF ( 625) !PROVIDE FULL BEARING;Jts:1,11,8I !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 = 0.079" @ 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 f T 1' 1' -' T '( j' system and components and cladding criteria. 12 IIM-4X9 12 wind: 140 mph, h=25.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 4.0" load duration factor-1.6, 5 (h( Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-3x6 1.1 4 M-3x4 0.25x, 6 3 we._ M-5x8(S) M-3x4 .+ 0.25" z c� ,i M-3x4 M _ _ (o 1** A 10 11 12 ( , a yuf of M-1.5x3 .25" M-3x8 0.2� M-1145x3 TM-4x4 l �, ,a PROF M-5x8(S) M-5x6(S) \o � S�, y y y y y y \5 �GINFFA /4 f 7-03-12 6-08-08 9-01-04 7-01-03 7-10-09 8-04-12 ry n y 46-06 2-OOy „LI,/ s9200PE �r JOB NAME : POLYGON 8056-A- - F7 P. Scale: 0.1407 l • A WARNINGS: GENERAL NOTES, unless otherwise noted 10"g. �'�} 1 Builder end erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an IndMdual F� OREGON/, 1 V w- Truss: F7 and Warnings before construction commences buildingV g component.Appllcebility of design parameters and proper �`r 2.274 compression web bracing must be Installed where shown+. incorporation of component h the responsibility d the building designer. 0 �'/ y nQ A I 3 Atldllbnel temporary brechg to Insure stability during construction 2 Design assumes the lop and bottom chords c be laterally braced at O 1 4 L `_1 is the responethlly of the erector.Additional permanent bradng of 2'o.e.and x110'o.e.respectively unless braced(TC)en throughout their length by ��/ �� DATE: 8/17/2017 continuous sheathing such as plywood required ingre c and/or drywall(BC). "s"� the overall structure Is the responsibility of the building designer. 3.2x Imbed bridging or lateral bracing where shown++ SEQ.: K3 5 6 9 611 4.No bad should be applied to any component until sEer all bracing and 4.Installation of tmsa h the responsibility of the respective contractor. fasteners are complete end at no ems should any loads greater then 5.Design assumes busses are to be used in a nonaorroshe environment, TRANS I D: LINK design bads be applied to any component and are for"dry condition.of use. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design cssnese full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation of components. necessary. 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 boated on both feces of buss,and placed so their center TPIANTCA in SCSI,whim of which will be furnished upon request lines cdndde with joint center lines. 9.Digits Indicate she of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see EBR-1311,EBR-1988 Web) IMINMIMIMIIMIIMIIMIIW 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 2400E 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=1-2241) 1777 12-13=(-4614) 4853 11- 3=1-2887) 1613 7- 8=)-5003) 3611 TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DLI 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. CON. 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=1 0) 101 13- 5=1 -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 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" -3372/ 3524V -11625/ 11625H 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 1 670) Full height blocking is required at left bearing OND. 2: Design checked for net(-5 psf) uplift et 24 "oc spacing. 1 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. 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 T., T T T T 12 12 Wind: 140 mph, h-25.lft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor-l.6, 4.0" Truss designed for wind loads 5 '01 in the plane of the truss only. MSHS-8x10(S) M-7x69/3.m, li M-3x4 0.25":„0000000.. M-5x16(5) aw +I 0.25„ �M-8x82 1 +I +. ` ll °P M-1.5x3 M-1.5x3 i4� _ nm e _ til o , 1 N II M-4x4 1(3.25 M-71c6 '�=M18x8 0.25)'4 M-11 55x3 MSHS-7x16 e o {' Ep PRdfi M-7x6 MSHS-8x10(S) `� ....0;s, M-7x6 MSHS-8x10(S) \Co�.. NGlNE�" b y ,1 y y b b l {G i9 / y 7-03-12 6-06-12 4-04-14 4-10-02 7-01-03 7-10-09 8-04-12 y y 89 2.00 P E 17 46-06 2-00 JOB NAME : POLYGON 8056-A - F7 DRAG Scale: 0.1320 �wT / '"' - "~ WARNINGS: GENERALNOTES, unless omarwlea noted: +C} OREGON 4/ 1.Solider and erection contractor should be advised of all General Roles 1.This design Is based only upon the parameters shown and is la an IndMdual 7 Truss: F7 DRAG and Warnings before construction commences building component Applicability of design parameters and proper 2 �� 2.204 compression web bracing maul be installed ushers shoes Incorporation of component Is the responsibility of he bidding designer. <O All 1 '1 4 `' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and b000e sheds to be laterelly breced at �A is the responsibility f me erector..Additional permanent bracing f T o.e.and et 10 o.e.nes o6vely unless booed MroughoW Melr length by "TE 1y R I` ty o g° continuous sheathing au h as plywood sheathing(TC)and/or drywall(BC). !'j RIO- - continuous : 8/17/2017 the 0,5,511 structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bneong required where shown 0 4.No load should be applied to any component until aftreci alter at bng and 4.Installation of truss Is the responsibility of the reepectNe contractor. SEQ.: K 3 5 6 9 612fasteners are complete and at rd time should any loads greater than 5.Design assumes Cusses are to be used In a nomcosssive environment and are for uconlillen of use. TRANS I D' LINK design loads be applied to any mponent. me 5.CompuTrus has no control overnd assumes no responsibility for the 6.Design assumes fill bearing at all supporta shown.Shim or wedge If EXPIRES, 12/31/2017 scary. fabrication,handling,shipment[i11d Installation of components. T.Design assumes adequate drainage is provided. August 1 7 r 201 7 8.This design is furnished subject to Ne limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPISSTCA in SCSI,copies of which will be furnished upon request. lines colndde with joint center Anes. 9.Digits Indicate else of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(10-E 18.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 11'- 7.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #11BTR 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=(-582) 538 3-4=1-360) 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 BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 313V -156/ 365H 5.50" 0.50 RODE ( 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" -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 COND. 2: Desi•n checked for net -5 •sf) u.lift at 24 "Inc s.acin.. 41 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 system and components and cladding criteria. 12 p 12.00 V7 Wind: 140 mph, h=16.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=l.6, o Truss designed for wind loads ,y in the plane of the truss only. 0 0 I Cu3 M O 1 Nt 0 1 M-3x9 ��Ep PPopFss y1-coy 4-00 y 7-07-07 y 45;' IN, R /p.�+i,�, c :9200P_ r JOB NAME : POLYGON 8056-A - FJ12 Scale: 0.2954 jG� Sr WARNINGS: GENERAL NOTES, unless otherwise noted •-7 OREGON y� �.F./ 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 Truss: FJ12 and Warnings before construction commences. building component Applicability of design parameters and proper a. 4).,f y j O� 2.204 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction Z.Design assumes the top end bottom chords to be laterally braced Cl it is the responsibility of Be erector.Additional permanent bracing of cc'n.0.and at hea hio.n.7udr a respectively unless eaoen(%)a throughout their length by ML:R R r L� DATE: 8/17/2017 the overall structure la the responsibilityof the building designer. go impact ridging n r ater l bs adng requiredplywooe where shown and/or drywall(BC). S(y� g 3.2z Impad bridging or lateral bredng shown++ SEQ.: K 3 5 6 9 613 4.No load should be applied to any component until after all bracing and 4.Installation lle eumtrus atrIs responsibility s o to be used�the respective contractor. ntrwco rnem, fasteners are complete and et no time should any loads greater Man TRANS I D: LINK design bads be applied to any component 6.Design areand assumeor'drys condition.of ul en supports mown.Shim or wedge If 6.CmnpuTrashas nocontrol over and assumes noresponsibility for the aaaame, bearing al ppog EXPIRES: 17l3112�17 necessary. ♦ t 7 fabrication,M furnis,edismeeland Inelalldaano/soteon by 7.Designassumesoed on both Is prodded. August 17,20 / 6.This design u famished subject to Be limitations sal IoM by 8.Plates shall be Mooted on both feces of truss,end placed so their center TPiiWTCA M SCSI,copies of which will be furnished upon request. Anes coincide with joint center linea. 9.Digits indicate size of plate In Inches. MiTek USA,Ina./CornpuTrus Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-278) 230 3-4=) -66) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 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/ 49V 0/ OH 5.50" 0.07 RDDF ( 625) 3'- 11.2" -167/ 290V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -28/ 94V 0/ OH 1.50" 0.07 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3,91 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 29 "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" 9 -1'- 0.0" Allowed= 0.133" 0 MAX TC PANEL LL DEFL = 0.018" @ 1'- 11.2" Allowed= 0.338" I•► MAX TC PANEL TL DEFL = 0.016" @ 1'- 11.2" Allowed= 0.507" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" 8 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, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. 0 1 co o f 1 .4N M-3x9 b 1-00 y 4-00 b 2-0o y ,<‹:Y` OFt. 89200PE fir' JOB NAME : POLYGON 8056-A - FJ13 411Filidill. - /�. ,�.' Scale: 0.9656 "1 "' [�'`' WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON O^' "". 1 Builder and erection contractor sho ld beadvised of all General Notes 1.This design Is based only upon the parameters shown and Is f«an Individual 1-11 EG 'V h Truss: FJ13 and Warnings before conetruclon bunging component Appicabmty of design parameters and proper L+" A t 2 2x4 compression web bracing must b !missed where shown+. Incorporation of component is the responsibility of the building designer. �� ".7 Y 1A 2.- a� �� 3.Additional temporary bracing to Insure stability during conatruction 2 Design assumes me top and bottom chards to be laterally braces et A 'Y G+ 0 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such as Sty unless braced throughout mak length by /IAtw' R 10- DATE: 8/17/2017 me overall structure is the rsspunsI II or the building designer. conmwm sheathing or latera as pbralingywood required tired where shown and/0 arywmgaey �IIIII(„ hY g 3.in2Impact bridging or Cslatrel required where 0 SEQ. : K 3 5 6 9 614 4.No load should be applied to any slitsccimponent until after all bracing and 4.Installation of truss is me responsibility of me respective contractor. fasteners ere compliers end at no Odle should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment TRANS I D• LINK design loads be applied to any component end are tnn dg conditionof use. 6.compuTrus has no control over and assumes no responsibility f«me 6.Desitin assumes full bearing all supports shown.Shim or wedge B EXPIRES: 12/31/2017 rabncation.handling,eMpment and installation of components. °as 7.Pl bees adequate drainage is provided. August 17,2017 6.This design is(umishetl subject to the limitations set forth by 8.Plates shell be located on both feces M Imes,and paced so their center TPIIWTCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center 9nes. 9.Digits Indicate alae of pate In Inches. MiTek USA,IncllompuTrus Software 7.6.8(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 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 H16BTR TOP CHORD LL (25 PSF) + DL (7 PSF) = 32 PSF LOAD DURATION INCREASE = 1.15 + • • 12 5.37 I/ 8-10 0-08-15 T T T M-3x6(5) M-5x8 Be M-3X6 d SUPPORT AT HIP CARRIER 110 M-3x6 10 M-3x6 M-3x8 rt SUPPORT TOP CHORD AT 48" O.C. PRO • P419 R•PFs 2-04-05 8-10 Gj-. �iNG�NE `r 28-04-07 z44 ' 89200PE JOB NAME : POLYGON 8056-A - FR Scale: 0.3281 •// OREGON },- ((•.(/ tm '(r 'I�y A WARNINGS: GENERAL NOTES, unless olhase noted: e £ \ •\ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Indwidual ,//� ') A A . Truss: FR and warnings before construction commences. building component Applicability of design parameters and proper ../ '* (rQ111 2.254 compression web bracing must be Installed where shown+. Incorporetan of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.z,Design assumes the top and bottom chorda to be laterally braced al 1-1 ry I 1 4� is the responsibility of the erector.Additional permanent bracing of T o.c.end at 10'oc.respectively unless braced throughout their length by continuous sheathing such as plywood shoe C)andfor erywall(BC). DATE: 8/17/2017 the overall afro Lure is the h responelblllty of the building designer. 3.se Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 615 4.Ne load should be applied to any component ass after all bracing and 4.Installation of hues is the responsibility of the respectNe contractor. �l p ( fasteners are complete end al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, E/�(� E12/31/2017. TRANS I D: LINK design loses be applied to any component. and are for"dry condition-or use. s.CompuTrus has no control over and assumes no responsibility for the s.Design assumes inti bearing m an supports shown.Shim or wedge it August 17,2017 fabrication.handlirg.shipment and Installation of components. 7.Design assumes adequated drainage e to provided. and This design Is furnished subject to the limitations set forth by 8.Plates shallbelocalad on both laces of truss, placed so their canter TPIIWFCA in BCSI,copies of which will be furnished upon request linea cdndde with joint center tines. 9.Digits indicate alas of plate In Inches. MITak USA,Ina./CompuTrus Software 6.2.3(1L)-2 10.For basic connector plate design values ase 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: .2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -1) 61 8- 9=1-122) 210 8- 2=(-1363) 433 11- 6=( -363) 175 BC: 2x4 KDDF #1513TR SPACED 24.0" O.C. 2- 3=1-2648) 612 9-10=(-614) 2540 2- 9=( -517) 2393 6-13=( -101) 123 WEBS: 2x9 KDDF STAND; 3- 9=1-2148) 539 10-11=1-465) 2005 9- 3=( -163) 182 12-13=( 0) 96 2x4 KDDF STUD A LOADING 4- 5=1-1483) 916 11-13=1-396) 1594 3-10=( -550) 159 13-14=) -73) 49 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1526) 428 12-14=1 -5) 21 10- 4=( -4) 303 13- 7=( -388) 1636 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1822) 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 NSF 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" -143/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 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= 1.346" 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 ,. 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 T 1' 1' 1 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 12 load duration factor-1.6, 3.00 ,=- 6.00 R' M-4x6 Q 6.00 End vertical(s) are exposed to wind, Truss designed for wind loads 4.0" in the plane of the truss only. 5 try 1 "' M-5x6 3.1" M-3x9 6 M-3x9 3 M-3x8 M-4x4 0 7 1 min MOM IMII ti 8 s M 9 10 11 N 13 to M-1.5x3 M-7x6 0.25" M-3x8 0 2 I IT * M-5x6(S) .a 12 14 ' M-1.5x3 M-3x4 M-5x12 6-03-08 6-,p3-08 4-03-08 5-10-04 5-01-04 ,<<'..,i0. P R OFe. S 2-00 1 22-07 5-03 b �5 NGINEk-- w, 27-10 cc. 89200PE r" ••.s JOB NAME : POLYGON 8056-A - G1 �>s Scale: 0.2168 ,� %PP : /^�� as WARNINGS: GENERAL NOTES, unless otherwise noted' * otherwise OREGON r(,/ 1.Solider and erection contractor stupid be advised of ell General Notes 1.This design B based only upon the parameters shown and is for an individual Truss: G1 and Warnings before construction Commences. building component.Applicability of design parameters and proper tx 2 254 compassion web bradng must be Installed where shown 0. Pcorporatwn of component Is the responsibility of the building dedgner. ��1 �y y^ 20` �"�� 3.Additional temparnry bracing to insure stability during construction 2.Design assumes the top and bottom chords to De laterally braced al �,/ 1 V Is the reapone@%Ily of the erector.Additional permanent bracing of 2'o.c.and e110'o.c.respectively unless bated throughout their length by M a,,,IR1 0, DATE: 8/17/2017 the overall structure is the rae s)bi ofore buildingdesigner. continuous sheathing sad,:bracing acing re uir a where s ownand/o drywalgec). H poll rp g 3.In Impact bodging or lateral required where sown++ SEQ.: K3 5 6 9 61 6 4.No load should be applied to any ties should component until after all bracing and 4.Installation assume strusses are be ul°dol eenon-corrosive srespective environment, fasteners are complete and at no time should any loads greater than g design hada be applied w any component. and are for"dry condition'of use. TRANS I D: LINK 6.CortpuTrus hes no control over and assumes no responsibility for the 6.Deecog �mea NII bearing et all supporta shown.Shim or wedge g EXPIRES; tabncation,handing,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August 1 7,20 g 12/31/?017 1 7 6.This design b belched subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IPIIWTCA in SCSI.copies 01,040 will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate alas of plate In inches. MITek USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1986(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: 2x9 ROOF 81&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 M16BTR SPACED 29.0" O.C. 2- 3=(-2648) 612 9-10=(-614) 2540 2- 9=( -517) 2393 6-13=( -101) 123 WEBS: 2x4 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)000( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1526) 428 12-14=( -5) 21 10- 4=( -4) 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"0C. UON. TOTAL LOAD = 92.0 PSF 11- 5=( -231) 998 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** 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 IOPSF LIVE LOAD. TOP 1COND. 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 = 1.346" 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 6-03-08 4-00 5-08-08 5-03 Wind: 140 mph, h-22.1ft, TCDL=4.2,0CDL-6.0, ASCE 7-10, f ' f 1 f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 12 load duration factor-1.6, 3.00 17=- 6.00 M-4x6 Q 6 00 End vertical(s) are exposed to wind, Truss designed for wind loads 4.0" in the plane of the truss only. 5 .F-,( 1 -, M-5x6 3.1" 9 M-3x4 6 M-3x9 00 .„4.111 3 M-3x8 2 M-4x4 01 ,- i Vii, A 7 I 8's M 9 10 ' 11 N 13 I M-1.5x3 M-7x6 0.25" M-3x8 0 0 II M-5x6(S) ti 7 121 0*14 --l.1 M-1.5x3 M-3x4 M-5x12 b l )•• 1 b b 6-03-08 6-03-08 4-03-08 5-10-04 5-01-04 `\tV PRO F4.0y yy y N... 2-00 22-07 5-03 5 GINF / � Qy y 27-10 '�1/4/ 89200PE �Ir' JOB NAME : POLYGON 8056-A - G2 '//� Scale: 0.2168 .i T- Illa Cr WARNINGS; GENERAL NOTES, unless othervdse noted: OREGON `', 1.Builder and erection contractor should be advised of aft General Notes 1 This design is based only upon the parameters shown and Is for an Individual OREGON'V♦�s,,� L"V Truss: G2 and Warnings before construction commences. building component Applicability of design parameters and proper \ 2.2.4 compression web bredng must be Installed whore shown, bcorporatbn of component Is me responsibility or the building designer. /a )• ,� 3.Additional I 2.Design assumes the top and bottom chorda to be laterally braced at h temporary bracing to Insure stability during construction 2'o.c.and et 10'o.c.respectively unless Maces throughout mein length by -r�� V , Is the responsibility of the erector.Additional permanent bradrg of continuous sheathing such ea plywood sheathing(TC)andlor drywall(8C). M� `k-. DATE: 8/17/2017 the overall structure Is the responsibility of the building designer. 3.25 Impact badging or lateral bracing requires where shown t* `` , SEQ.: K 3 5 6 9 617 4.No bed 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 busses are to be used in a non-corrosive environment, design Baas ba applied y component. and are for•dry condition•of use. TRANS ID: LINK gn pPiedtoan H.CompuTnus has no control over end assumes no responsibility for the 8.Desitin assumes full bearing at all supports Shawn.Shim or wedge It EXPIRES: 12/31/2017 y. fabrication,handling,shipment and Installation of components. cessa ss 7.DesIgPlats eahab odedonnothinage fenceo truss, M August 17,21)17 e.This design is famished subJed to me limitations set forth by 8.Plates shall be locales on both feces of Wes,anti aces so their center TPIMTCA in 8051,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits indicate eine of plate In Inches. MTak USA,InWCompuTrus Software 7.8.8(10-E 18.For basic connector piste design values see ESR-1371,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/Cid=1.00 TC: 2x9 ROOF #1S13TR LOAD DURATION INCREASE = 1.15 1-2=1 -10) 5 5-6=(-93) 657 2-5=(-191) 189 BC: 2x9 ROOF #1&BTR SPACED 24.0" 0.0. 2-3=(-200) 168 6-9=(-91) 661 5-3=(-765) 255 WEBS: 2x9 KDDF STAND; 3-9=(-892) 174 3-6=( 0) 357 2x9 KDDF #1&BTR 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 BORE BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -101/ 643V -290/ 114B 5.50" 1.03 KDDF ( 625) Unbalanced live loads have been LL= 25 PIP Ground Snow (Pg) 15'- 3.5" -170/ 645V 0/ OH 5.50" 1.03 KDDF ( 625) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I ** 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 lOPSF 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 = 0.093" @ 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' 1' T T MAX HORIZ. LL DEFL = 0.007" @ 14'- 10.0" 12 MAX HORIZ. TL DEFL = 0.012" @ 14'- 10.0" 1 M-1.5x3 Q 6.00 / Design conforms to main windforce-resisting 1111 system and components and cladding criteria. Wind: 140 mph, h=23ft, 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. M-3x9 In o p i0 co i1 11111111111111111111.... n 5 * 6 ''4 1 M-3x4 M-1.5x3 M-3x4 0 J, 7-05-09 y 7-09-15 y ,(� �`.`.`0 PROp V y 15-03-08 y 1 V`�G,N�`A? s/0/. '�' 89200PE �"' JOB NAME : POLYGON 8056-A - H1 _; -'7 Scale: 0.3284 - l� le WARNINGS: GENERAL NOTE S, unleu°Mendar noted OREGON /s-. 1.Builder and erection conlrecbr should beadvised of ell General Notes 1 This design is based only upon the parameters shown and is for an individual A_OREGON l V f V 'A Truss: H1 and Warnings before conskudi cam ennas building component Appllcabmty of design peremelere and proper /� 2 204 compression web bradng mug)be installed where shown. incorporation of component b the responsibility of me building designer. iib -9 y 14 '4° -'}�` 3.Addftlanel temporary bredn8 to Insure stability during construction2.Design assumes the lap and bottom chortle to be laterally bated el Is the rosponslblilty of the erosion. Oland permanent bradng of T o.c.and e110'o.c.respectively unless braced throughout their length by [_.s 1,,, �` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). :i' �.+ DATE: 8/17/2017 the wend structure is be respon bNMy of IM building designer. 3.20 Impact bridging or lateral bracing required where shown** IR S E K 3 5 6 9 618 4.No bad should be applied to any mponent until after ell bradng and 4.InstalleSon of tress is the responsibility of the respective contractor. 4'' fasteners ere complete end at no a should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. end ere for'dry ition.of use. TRANS ID: LINK design bads be applied to tiny component. g.Design assumes Wdbea ng at all supports oho m.Shim or wedge d 5.CanpuTrus has no control over add assumes no responsibility for the EXPIRES: 19/3119417 necessary. u lebricabon,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. August 1 7,2017 8.This design is furnished subject to the limitations set fort),by 8.Plates shall be looted on both feces of truss.and pieced so their center 9 TPIMTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In inches. MITek USA,inc./CompuTrus Software 7.8.80 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) I1 I 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 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -10) 5 4-3=1-85) 133 4-2=(-156) 154 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-106) 89 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 BRG 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/ 360 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 PIF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 10PSF 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 1 ,. SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL - 0.001" @ 4'- 6.5" - 16.00 MAX HORIZ. TL DEFL - 0.001" @ 4'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 /- 1 Wind: 140 mph, h-20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (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 ol Ilibb -/r'"' o in the plane of the truss only. CDI N N O q 4 11144- 1131 O M-1.5x3 M-3x4 b y 4-08-04 1 y 5-00 ��09 O PRQp k,,c, ti1�,4GIN4E9 /0 89200PE 9r JOB NAME : POLYGON 8056-A - H2 • Scale: 0.5772 Q AO, WARNINGS: GENERAL NOTES, unless otherwise noted: 0 as ON 1 /x 1 Builder and erection contractor should be advised el all General Notes 1.This design is based only upon the parameters shown and Is for en individual `_ 4..a V I Y }�- /("V Truss: H2 and warnings before construction commences building component Applicability of design parameters and proper +"/ �/.d �� . 2 2x4 compression web bracing must be Installed where shown+ Incorporation W component Is the responsibility of the butctng designer. /t _T A "!i" 3.Additional temporary bracing to Insure Stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �•/ Y Is the responsibility of the erector.Additional permanent bredng of 2'o.L end el 10.o.c.such as ply unless braced throughout Meir length by MP R I L� DATE: 8/17/2017 the overall structure is the responsibilityof the building designer. continuousxImptddgIngsheathor such as plywood eked where (T s own drywell(BC>. 9 9ner. 3.2z Impact bdtlging or lateral bracing required where shown+* SEQ. : '3 5 6 9 619 4.No load should be applied to any wmponent until after all bracing and d.Installation of truss Is the responsibility of the respedlve contractor. fasteners are complete and at no bine should any loads greater then 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 are for'dry condition'of use. 5.CoruT npfus has no control over end assumes no responsibility for the 5.Design••• °°bbl bearing at ail supports sheen.Shim or wedge g EXPIRES:- � 12/31 2017 °e•sary.um fabrication,handling,shipment and lnstallalion of components. 7.Design assumes adequate drainage Is provided. August 1 7,201 7 8.This design is furnished subject loins limitations set forth by 8.Plates shall be located on both faces of muss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. ::nee coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ina./CompuTrus Software 7.8.8(1 L)-E 19.For basic connector plate design values see ESR.1311,ES18.1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 3.5" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-271) 144 5-6=(-460) 427 5-1=(-319) 212 7-3=(-198) 130 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.C. 2-3=(-199) 260 6-7=(-180) 228 1-6=(-212) 308 WEBS: 2x9 KDDF STAND; 3-4=( -10) 5 6-2=( -36) 264 2x9 ROOF #1&BTR A LOADING 2-7=(-556) 364 LL( 25.0)4-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 BORE 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/ 28311 5.50" 0.61 RODE ( 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF 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 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.09 M-1.5x3 4 Wind: 190 mph, h=23ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 I load duration factor-1.6, 2 End verticals) are exposed to wind, Truss designed for wind loads 0000111111111 de in the plane of the truss only. in M-3x4 i 0 1 0 I 1p M O o O I iiiiiiiiiiiiiikkh f IoII lee A5 6 ** 7 M-1.5x3 M-3x4 M-3x4 b > y 7-01 2-02-08 PR ©F;.Fa .(&SOsy y G �C)NE . • / 9-03-08 S (Gjq „L.., � � ‹- 8900E ,�-. JOB NAME : POLYGON 8056-A - H3 Scale: 0.3176 '� �r '• WARNINGS: GENERAL NOTES, unless othemase noted: O EGO^, ft"".. 1 Rudder and erection contractor eh io be advised of all General Notes 1.This design A based only upon the parameters shown and is for an individual / R l7 O,V ["'G/ Truss: H3 and Warnings before constructionmenses. building component.Applicability or design parameters and proper G 4"OR � ��'` 2.2x4 compression web bmdng musl',be Installed where shown+ incorporation o1 component A the responsibility of me building designer. //ti j! 3.Additional temporary bracing to InaAre stability tludrg construction 2.Design assumes the top and bottom chords to be laterally braced al �./ �i� 14 Is the responsibility of the erector.Addilonal permanent bradng or 2'o.c.ac at tree o.e.reepectively plywood a bated throughout melt length by /e9/..,` R 14"'' DATE: 8/17/2017 me scenes structure is the responsibility of the building designer. 2le a Impact sheathing or such as eniruir et whore a and/or drywell(BC). ""�"////t�„+^'(�l 3.25 Impact of truce or th lateral bracing sheat where shown r d SEQ.: USE 6 9 6 2 0 4.No load should be applied to any�e shoe t until after all bracing and 4.Inetallatlon of hues A the responsibility of Sr.respective contractor. fasteners are complete end at no IN�e should any loads greater men 5.Design assumes trusses we to be used in a noncorrosive envhonment, TRANS ID• LINK design loads be applied to any corn e . and are for dycoM condition"nerd. 5.CompuTnn has no control over and assumes re responsibility for the 6.Design full bearing at aft supports shown.Shim or wedge If EXPIRES:. 12/31/2Q17 necesfabrication,handling,shipment and Installation or components. 7.Design assumes adequate drainage is provided. August 17,2017 8.This design is furnished subject to the imitations set lath by 6.Plates shall be located on bora faces of buss,and placed so their center TPIA'1TCA In SCSI,copies of which MP be furnished upon request. lines coindde wte)pint center lines. 9.Digits indicate sizeof plate in inches. MiTek USA,Inc./Com uTrus Software 7.8.8 1L}E ic 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 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: 204 ROOF #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 #16,BTR 2- 3=)-1806) 626 6- 7=(-666) 2012 6- 3=(-948) 406 9- 5=1-2910) 770 WEBS: 2x4 ROOF 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 <= 12"OC. UON. TC UNIF LL( 129.0)+DL( 64.3)- 188.2 PLF 5'- 0.0" TO 15'- 6.0" V BC LATERAL SUPPORT <= 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 BAG AREA BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 15'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required.rl Attach 2 ply with 3"x.131 DIA GUN ADDL: TC UNIF LL+DL= 33.0 PLF 5'- 0.0" TO 15'- 6.0" V 0'- 0.0" -395/ 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, ICOND. 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 2x4 webs, REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: 11=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 IOPSF 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 MAX HORI Z. LL DEFL= -0,007" @ 15'- 3.5" TO EACH PLY OF THE TRUSS. MAX HORIZ. 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, f f T 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. 4A80# 12 6.00 C7 M-5x6 M-3x4 M-3x8 IIM-4x4 2 3 9 5 -/ I :l 7A .a 1 cv M o f 41111 I 0 0 - I ii 1 7<. 6 7 8 :9 0 M-3x4 M-3x4 M-3x4 M-1.5x3 M-3x12 1 1 1 1 3 5-03-08 0-10-04 4-07-14 4-11-06 ,�I p 1 15-09 1 �Ca �GI En�Sfp :9200P r' • JOB NAME : POLYGON 8056-A - HG1lle / Scale: 0.4067 to I'y )�� WARNINGS: GENERAL NOTES, unless otherrAse noted * OREGON 1(/ 1.Builder end erection contractor should be advised of all General Notes 1.This dealgn Is based only upon the parameters shown and Is for an isdMdual A A- Truss: HG 1 and Warnings before construction commences. building component Applicability of design parameters and proper �� t/{' 0�~ I 2.204 compression web bredng must be Installed where shown+. Incorporation of component Is Me responsibility or the building designer. /1 ��.77 j 1 3.Additional temporary bracing to Inure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced et �./ 1*T Is the responsibility of Be erector.Additional permanent bracing of 2'continuous end el 10'o.c.such a p y urates braced throughout Mab length by ME-R R I�` DATE: 8/17/2017 the overall structure is Os responsibility of the builddesigner. 20 pas rheaWng such as acin re siredsheathere s and/or arywall(SC). �++ n nk'9 9rrer. 3.h impact bridging or lateral bracing required where shown++ SEQ.: K 3 5 6 9 6 2 1 4.No load should be applied to any component until after all bracing end 4.Installation of trusss is the responsibility beuleydof seress co two a enwctsr, fasteners are complete and at no time should any beds greater then and Design are for'dry trusses we tob. TRANS I D: LINK design bads be applied to any component. 8.Design assumes full bearing at all supports shown.Shie or wedge If EXPIRES: 12/31/2017 5.CompuTrue has no control over and assumes no responsibility/or the esery,um nece labdcabon,handling.shipment arM installation of components. 7.Design assumes adequate drainage is provided. A .1ugust 17,2017 8.This design is furnished subject to the limitations set forth by 8.Rates shell be located on both laces of truss.and placed so their center TPVWTCA M SCSI.copies of which will be furnished upon request lines coincide with joint canter lines. 9.Digits Indicate alae of plate In inches. MTek USA,Ina./CornpuTrus Software 7,6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-09-00 GIRDER SUPPORTING 7-11-00 ON TC FROM 5-00-00 TO 15-06-00 IBC 2015 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x4 KDDF #1&BTR '15-09-00 GIRDER SUPPORTING 12-00-00 FROM 0-00-00 TO 5-00-00 1- 2=(-4634) 1250 1- 6=(-1082) 3978 2- 6=( -646) 2290 9- 9=1-4084) 1256 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-9232) 1194 6- 7=(-1244) 4482 6- 3=1-1160) 456 9- 5=1-2910) 770 WEBS: 2x9 KDDF STAND; 3- 4=1-4520) 1300 7- 8=1 -998) 3288 3- 7=1 -68) 628 2x6 KDDF #2 A LOADING 4- 5=1 -86) 258 8- 9=) -998) 3288 7- 4=) -288) 1414 LL = 25 PSP Ground Snow (Pg) 8- 4=( 0) 226 TC LATERAL SUPPORT <= 12"OC. UON. TC UN F LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 5'- 0.0" V BC LATERAL SUPPORT <= 12••00. UON. TC UN P 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( 50.01+01,) 14.0)= 69.0 PLF 15'- 6.0" TO 15'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J,- ( 2 ) complete trusses required. BC UN P LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 15'- 9.0" V 0'- 0.0" -771/ 3006V -37/ 94H 5.50" 9.81 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 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 RODE ( 625) nails staggered: ADDL: TC UNIF LL+DL- 33.0 PLF 5'- 0.0" TO 15'- 6.0" V \n/ 9" oc in 1 row(s) throughout 2x4 top chords, CONS. 2: Desi n checked for net 5 /X\/X\ 9" oc in 2 cowls) throughout 2x6 bottom chords, ADDL: TC CONC LL+DL= 2480.0 LBS @ 15'- 6.0" g (- psf) uplift at 24 "oc spacing. 9" oc in 1 rows) throughout 2x9 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. MAX LL DEFL - 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 lOPSF 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, T 1. 1' End vertical(s) are exposed to wind, Truss designed for wind loads 5-00 0-10-04 4-11-06 4-11-06 in the plane of the truss only. T r f T 080# 12 6.00 I7 M-5x6 M-3x6 M-3x12 IIM-4x4 a 3 4 5 -1 //r/i;II MEM IIII rn A o I IPI / - '..---------------------------- .-. N oU MUM I N C> f 1 X 6c 7 8 ><-9 0 M-5x12 : M-4x4 M-7x6 M-1.5x3 M-3x12 b y +1490# l ..1- 5-03-08 0-10-04 4-07-14 4-11-06 y y ,0NOD PROF-4, 0 CI 15-09 1' �yLc19 2 G�N /� 89200PE �<" JOB NAME : POLYGON 8056-A - HG2 < ___ ,. Scale: 0.9067 IVO WARNINGS: GENERAL NOTES, unless othetwisenoted y OREGONro, tti� 1.Builder and erection contractor sheuW be advised of all General Nobs 1 This design is based only upon to parameters shown end b for an Indbdual Truss: HG2and Warnings before conalrucibn commences building component.Applicability of design parameters and proper f/ 2 2x4 compression web bracing must be installed where shown s incorporation M component Is me responsibility W the building designer. I/y y A O� � 3.AdOtional temporary bracing to Noire stability during construction 2.Design assumes the top and bosom chords to be alerely braced at V G �A 11 is me responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by C_ DATE: 8/17/2017 as overall structure u 5, responsibility a me building designer. 10- continuous sheathing such a.plywood aheami�(Tc)and/or arywall(Bcl. R 1 L my 3.2x Impact bridging or lateral bracing required where elbow)•a SEQ.: K 3 5 6 9 6 2 2 4.No Wad should be applied to w�ponent until atter all bracing and 4.Installation onmss Is me responsibility of me reeped've contractor. fasteners are complete end et no ti should any loads greeter than 5.Design assumes trusses are a be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any nt. and are o dry condition.'m use. 5.CompuTrus h.no conon dce8al over and assumes no responsibility for the 8.Design eY umm sf bearingal all supports shown.Shim mwetlge If EXPIRES: 12/31/2017 fabon,handling,shipment and eallabon of components. 7. necessary. sia assumes adequate drainage is provided. August 17,2017 6.Thu design is Welshed sulked to the Imitations set forth by 8.Plates shell be located on both laces of truss,end placed so their center TPIIWTCA in BCS',copies of which will be furnished upon request. lines coindde with Joint canter Ines. 9.Digits indinle size of plate in Inches. MiTek USA,)nciCompuTrus Software 7.8.8(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 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: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2-3=1-150) 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 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 POE 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 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 0-11-09 ,BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 't 1AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 3 -/ system and components and cladding criteria. 000000040111g Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CI load duration factor=1.6, Truss designed for wind loads I In the plane of the truss only. P O M O 1 oO 1.11111.1 11' -3x4 1 b b )' 1-00 4-00 • ,�V-' P P QF�SS :9200P 44 yr AIPJOB NAME : POLYGON 8056-A - J1 ! �AP • ' Scale: 0.8154 W.' WARNINGS: GENERAL NOTES, unless otherwise noted I. OREGON /a._. 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 indidual A_OREGON 47 'V tx A. Truss: J 1 and Warnings before construction commences buitoing component.Applicability of design parameters and proper L/ �/�}� '2.° N `• 2.204 compression web bradng must be Installed where shown.. Incorporetbn of component is the responsibility of the building designer. / '1. 4y=i\_. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at V - is the responsibility of the erector.Additional permanent bracing of 2'nn.tin and at 10'h.c.respectively unless braced throughout Meir length by M P R I L\-• DATE: 8/17/2017 the overall structure is the responsibility of the building designer. continuous sheathing each as ptywood air el when s own+drywd1lBC). 3.20 Impact bridging or kleral bracing required where shown.. SEQ.: K3 5 6 9 6 2 3 4.No load should be applied to any component until after all bredng end 4.Installetlon of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter then 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D• LINK design mads be applied to any component and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EX PI R ES: 1 2/3�1/201 7 fabrication,handing,shipment and installation of components. 7.Design ssumes adequate drainage Is provided. August 1 7,2017 L ! 1 LL it l 8.This design is famished subject to the limitations set forth by B.Plates shell be located on both feces of buss,end placed so their center TPIANTCA In SCSI,°^pies of which wet be furnished upon request. lines colndde with joint center lines. 9.Digits Indicate elIn inches MiTek USA,Inc./Com uTrus Software 7.13.8(1L E 1O.For basic connector plate design val ues 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-4=(0) 0 BC: 2x9 KDDF f13BTR SPACED 24.0" O.C. 2-3=(-71) 56 TC LATERAL SUPPORT 0- 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC, DON. 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" -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: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -l'- 0.0" Allowed = 0.100" 1-11-09 MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed= 0.133" 1' T 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" 12.00 177 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 3 -1 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.8" Design conforms to main windforce-resisting ,Q/ system and components and cladding criteria. f/ 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, N ,ti Truss designed for wind loads I in the plane of the truss only. C 0 N 1 u) o M-3x4 1 11 . ). ), 1-00 4-00 �� PR©pFE. ss �cr`c, V4.AGIN F9 �0 '�' 89200PE fir" JOB NAME : POLYGON 8056-A - J2 ,f410111.: ,, ' /--� Scale: 0.6834 +� gi r ,le "4. WARNINGS: GENERAL NOTES, unlessothemAar noted: '9L OREGON �,'(". 7 Builder and ereclbn contractor should beadvised of all General Notes 1 This design Is based only upon the parameters shown and Is for an IndlNdual 1�1 la V'V ttt "'G/ Truss: J2 and Warnings before constructb building component.Applicability of design parameters end proper .7-7).- 1k 2 204 compression web bracing must..b installed where shown+. incorporation of component is the responsibility of the building designer. //5 q y' 'f 2,0 .�.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chola lo be laterally braced at t./�AA �� is the responsibility of the erecta. Monet permanent bracing of T o.c.and at tor'sc.respectively unlace braced throughout their largo by "'/ �� continuous sheathing such as plywcotl sheamlrg(TC)and/or drywell(BC). /' R R I DATE: 8/17/2017 the overall structure Is be respond ally of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K 3 5 6 9 6 2 4 4.No bad should be applied to any ponent until after all bracing and 4.Installation of truss Is the responsibility of be respectNe contractor. fasteners are complete end at no i should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any cam nent and are for^dg condition.of use. 5.CompuTrac has no control over and assumes no responsibility for the 8.Design assumes null Dearing al all euplmrla shown.Bids or wedge If EXPIRES` 12/31/2017 fabrication,handiirg,shipment and installation of components. scary. 7.Plteseheumesadequate onbbodrainage lo ruslsea. AU9USt 17,2017 e.This design is furnished subject to gra ImBetions set forth by 8.Plates shell be located on both faces of truss,and places so their center TPIAVTCA In 9C51,copies of which MI be furnished upon request Anes coincide with joint center Ilnes. 9.Digits Indicate size of plate in Inches. MITek USA,)nc./CorrlpuTfua Software 7.8.8(7 L)E I0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DOF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 80 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-88) 77 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC.LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ RAG 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 PIF 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/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4I 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. 2-11-09 MAX LL DEFL = -0.002" @ -1'- 0.0. Allowed= 0.100" T 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" 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=l5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, a' Truss designed for wind loads o in the plane of the truss only. M NI f O N I O M-3x4 1 ), y y 1-00 4-00 ��EQ PR QFFSs wc`� �NGIN F19 /a i. `�' 89200PE yr JOB NAME : POLYGON 8056-A - J3 J/ Scale: 0.6379 tl� WARNINGS: GENERAL NOTES, unless otherwise noted 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon the parameters shown and is for an Individual 'y/ OREGON <G/ Truss: J3 and Warnings before construction commences building component Applicability of design parameters and proper 6� • incorporation of component is the responsibility of the building designer. //h y A 2•C) �4 2.2x4 compression web bradng must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �./ t Y ,.S 3.AOdlibnel 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.Addllionai permanent bradng of continuous sheathing such as plywood shea.ing(TC)and/or drywall(BC). IO- DATE: 8/17/2017 the overall structure b the responsibility of the building designer. 3.20 Impact bridging or lateral bracing rewired where shown+ SEQ.: K3 5 6 9 6 2 5 4.No load should be applied to any component until after all bracing and 4.Installation of truce 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 Ina non-corrosive environment, TRANS I D. LINK design loads be applied to any component. and are for condition'.of sea. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design see mea full bearing al all supporta shown.Shim or wedge 0 EXPIRES: 12/31/2017 fabrication.handlishipment and installation of components. assumes handling. 7.ptares acmes etled on both to provided. August 17,2017 6.This design is famished subject to Me limitations eel forth by 8.Plates shall be located on both feces of truss,and placed so their center 9 TPIIWTCA M BCSI,coples of which we be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of platIn Inches. MiTek USA,Inc./Com uTrus Software 7.6.8(1L)-E 10.Dor basic connector plate design values see ESR-13f 1,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 RODE #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=(-114) 99 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 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/ 1460 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/ 0H 1.50" 0.18 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,31 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 3-1 -09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 1 -' 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" 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4' MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.8" 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads .1 in the plane of the truss only. c oc o 0 - �11 4�� 0 M-3x4 1 1-00 400 0.0 `r' 89200PE -17_, JOB NAME : POLYGON 8056-A - J4 � ��__,. Scale: 0.5764 �w [}` WARNINGS:udderoENERAedesign NOTES, unless tithe parameters -7, ,_OREGON ""�... 1.and W and erection nsnennor rho id be advised of ell General Notes 1.This des n la based only upon the parameters shown and Is for an individualOREGON V'V a,,� Truss: J4 and Warnings before construction i be nences building component Applicability d design parameters and proper Y 2,03\1^{ 2.244 compression web bradng must be Installed where shown.. Incorporation d component te the responsibility d the bullring designer. //� J A .14.. 3.Additional temporary waning to Insure stability during construction 2.Design assumes the top end bottom chords n be laterally braced at V (*? Is the responsibility d the erector.Additional permanent bredng of Y o.c.and e110'oh.respectively unless braced throughout their length by 44Z*1 P O- DATE: 8/17/2017 ifs overall structure is the maroons] of IM building designer. conlbuoua eidging peach as plywood eheething(TC)sen no drywell(BC). Oily 3.2x Impsd bridging or lateral bracing required where shown•• SEQ.: K 3 5 6 9 6 2 6 4.No load should be applied to any«mponent unto alter all bracing and 4.Installation of truss is the reeponslWlly of is respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design a m es trusses are to be used In a non- rtoeive environment, TRANS I D• LINK design loads be applied to any component. and are roe ry condition.eruse. S.CompuTrus has no contrd over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2017 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 6.Plates shall be located on both races of trues,end pieced so they center TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. U.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E 19.For basic connector plate design values sae E5R-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=( 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 PIF 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 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF SBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,5,31 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 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" 12MAX TC PANEL TL DEFL = -0.030" @ 2'- 4.0" Allowed = 0.507" 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 V MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" 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, ti (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads Nin the plane of the truss only. o u, r� M-3x4 l y y 1-00 4-00 0-11-09 e Q PRQp ovENGIN 4,-.61. /0 , 89200PE JOB NAME : POLYGON 8056-A - J5 Scale: 0.5260 '*. - I. 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 IndMdual lilt CEG V * "(f Truss: J5 and Warnings before construction commences building component Applicability of design parameters and proper �.} /�♦ji1 2.204 compression web bracing must be Installed where shown.. Design oretion of component la the responsibility W the building Oeelgner. "T ^ V` 3.Additional temporary bracing to insure stability during construction 2.Daaign assumes the lop end bottom chords to be laterally braced at ^ Y fNV by Is the responsibility of the erector.Additional permanent bracing of continuous o.c.amd ei 10'hin.such as ply unless hraced(TC)an/Theyir length). M`�R 1 L DATE: 8/17/2 017 the overell structure is the responsibility of the building designer. 2Impactsheathing such l b plywood requsheaired where s non no drywell(BC). 4. 3.25 Impact bridging or latent bracing regWrae shown.. SEQ.: K3 5 6 9 6 2 7 4.No bad should be applied to any component unci after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no sine should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment. dealgn bads be apptad to any component. and ere for'dry comdillon.of use. TRANS I D: LINK B.Design ARI bearing at all supports shown.Shim 0,wedge It an ase 5.compuTms has no control over end assumes no responsibility for the necessary. EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. August 1 7,2017 6.This design is furnished subject to Be limitations set forth by 8.plates shall be located on both feces of truss,and placed so their center TPI1WTCA In BCS',copies of which will be Famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTrus Software 7.13.8(1LYE 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 5'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-275) 228 3-4=( -66) 29 TC LATERAL SUPPORT 0= 12"OC. DON. 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 BORE 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/ 202H 5.50" 0.51 RODE ( 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 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,9I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 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" ��0 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 12 MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.8" MAX BORIZ. 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=l.6, . Truss designed for wind loads I in the plane of the truss only. 0 I o Lo FAIIIIIIIIIIIIM0 M-3x9 J• 1-00 1 4-00 b 1-11-09b ' � �,PFeSS/ cc 8992200PE <" JOB NAME : POLYGON 8056-A - J6 Scale: 0.9690 ,'-'444:41111"•' '""` VP 4r WARNINGS: GENERAL NOTES, unless otherwise noted: �� OREGON 44/ 1.BuNder and erection contractor should be advised of all General Notes 1.This design I based only upon the parameters shown and is for an Individual F1l GG L77 VV NV * �{✓ Truss: J6 and Warnings before concoction commences. building component.Applicability of design parameters and proper V` 2.2s4 compression web bracing must be installed where shown. incorporation a component Is the responsibility a the building designer. ,O A1 y 14 2°'\ v"*" 3.Additional temporary bracing to Insure stability during conctme5on 2.Design assumes the top and bottom chortle to be laterally braced al Y A the rosponamillly of the erector.Additional permanent bracing of 2'o c.and at iM o c respectively unless braced throughout malt length by DATE: 8/17/2017 the overall structure I Be respons bllty ache building designer. conm pc t ri ging or dual l b acinplywg re uirsheathing(TC)whereehoerna dryxall(BC). �'�� `� ngJ.2s Impact bridging or lateral bracing required where shown.. SEQ.:. 301000)8 4.No load should be applied to esy component until after all bracing and 5.Installation of truss the responsibility of the reams ��^. fasteners are complete and at no t nut should any loads greater then g to used in a desin loads be appiled io any component. and are for'Mg condition'.of use. TRANS ID: LINK g8.Design assumes full bearing at all supporteehown.Shim or wedge If EXPIRES: OC C`: r]I�'1/2(1'5'"T S.CompuTnn hes no control over and assumes no responsibility for the + G/h 1 Fl Cal L l l20 t t fabrication,handling,shipment en}Installation of components. 7.Design assumes adequate drainage is provided. August 17,201 7 9.This design is furnished subject tode limitations set forth by e.plates shall be located on both faces of buss,end placed so their center TPIIWTCA In SCSI,copies of whet)will be furnished upon request. lines coincide with Joint center lines. 9.Nits indicate sloe of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)E 70.For basic connector plate design values see ESR-7377,ESR-7958(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 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-334) 286 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -89) 58 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" -16/ 315V -94/ 229H 5.50" 0.50 KDDF ( 625) LL - 25 POE 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 4 _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" 7 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, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 6 .Ni in the plane of the truss only. n. 0 r rn o f- in 0 1 M-3x4 y . ,. . ,c ?v- PRQpn, 1-00 4-00 2-11-09 �c�� ENGIN "C9 /p �' 89200PE 9c JOB NAME : POLYGON 8056-A - J7 41111P Scale: 0.4231 -'$_ .10 f'� WARNINGS: GENERAL NOTES, unless 0menvise noted: OREGON �` 1.Builder and erection contractor should be advised of all General Notes 1.Thea design Is based only upon the parameters shown and s for an bdMdual L Ill ,V h Truss: J7 and Warnings before construction commences building component Applicability of design parameters end proper , Vt 2.2x4 compression web bradng must Be Installed where shown e incorporation of component le the reeponslusty of the building designer. �/1 "T}/ 1A ry©� �"�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bosom chorda to be laterally braced al [./ 4 (r Is the responsibility of the erector.Additional permanent bradng of Y o c and a110'me.respectively unless braced Ihroup nd/their length by IR I�� DATE: 8/17/2017 the overall etmdure is the responsibility of building designer. continuous sheathing midi as plywood aheathing(TC)sada drywall(BC). R y o3.2x Impact bridging or talent bracing required where shown 4 s• SEQ.: K3 5 6 9 6 2 9 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of me 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, demi beds be applied to a and are for',My condition.of use. • TRANS I D: LINK design o her and assui. 8.Design assumes full bearing at as suppose shaven Shim or wedge It EXPIRES: 12/31/2017 5.CompuTns has no control over end assumes no responsibility for the opssary. + fabrication,handling.shipment and installation ofcomponents. 7.Design assumes adequate drainageAugust.1 is provided. Aug17,2017 8.This design is furnished subject to Be limitations sat forth by a.Plates shall Be boated on both latae of buss.and pieced so their center • TPIMTCA in BCS',copies of which wit be fumiehed upon request. tinea coincide with joint center lines. S.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 moa ESR-1311,ESR-1988(MRek) 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/Cg=1.00 TC: 2x9 KDDF #1S13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-5=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-406) 350 3-4=(-122) 86 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" -12/ 306V -106/ 257H 5.50" 0.99 KDDF( 625) LL = 25 PST 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 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -76/ 115V 0/ 011 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. (CONE. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 4 -1 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 = 0.007" @ 2'- 3.9" Allowed= 0.338" 0 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" II MAX HORIZ. TL DEFL = -0.005" @ 7'- 10.8" j Design conforms to main windforce-resisting ', 14 system and components and cladding criteria. 12.00 7 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 cw I C oo , O /- I aU of I ►� 5►- 14 o 1 M-3x4 k ), ), J, 4\<<- P R Opfi6's 1-00 4-00 3-11-09 ��,`� �NC"INE�'9: > " :9200PE P JOB NAME : POLYGON 8056-A J8 �! Scale: 0.3813 ler . WARNINGS: GENERAL NOTES, unless olherwlse noted: �J OREGON * �/z-. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran individual j'v fl G l7 v(V N �'V Truss: J 8 and Warnings before caubucsoo commences. building component Applicability of design parameters end proper / .J ^ 2.2x4 compression web bracing must be installed where shown+ Incorporation of component b Me responsibility of me building designer. o, 7 " 14 4 V • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bol chords to be laterally braced at C1 „oz.. Is the reaps billy of the erector.Additional permanent brach t 7 Dill,end et 10'Dill.such a respectively wood s braced)TI)throughout mein length by il'I R R I L�-' 9 o congnusus Meeming such as plywood ahealhlrlg(TC)and/or drywNl(BC). DATE: 8/17/2017 the overall structure Is the responaibnty of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEK3 5 6 9 6 3 0 4.No load should be applied to any vomponent unN after all bracing end 4.Installation of truss Is the responsbillty of me respective contractor. Q' fasteners are complete and at no Imo should any loads greater than 5.Design assumes trusses are to be used in a non-mnosive enWronment, design beds be applied to any component. end are for'dry condition"of use. TRANS I D: LINK 5.CompuTrus has no contra over and assumes no responsibagy forme 6.De sign assumes full beefing al all support shown.Shbn or wedge H EXPIRES; P 11'3 C S 1 2/31 20 1'7 sary.a a L/�qI f1Lv r L I ILu i/ fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. August 17,20 17 8.This design is fumiehed subject to the limitations set forth by 8.Plates shag be located on both faces of truss,end placed so thNr center TP1iWTCA In SCSI.copies of which MI be furnished upon request Ones coincide with joint center Ones. 9.Digits Indicate size of plate In Inches. MTek USA,InolCompuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,100-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" (CONE. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF M16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M16BTR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. 1 WEBS: 2x9 ROOF 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= 92.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (AL1 Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, End verticals) 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 Nate:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 4-00 T 1 12 12.00 r M-1.5x3 m 0 Nc/41411PIAMMEMMENIMMIEI34 m ,oI 4 I. M-1.5x3 y b y 1-00 4-00 '\k.�`'°) PRQFFss 4S� 5 NGINEc9 /per `z` 89200PE ter" JOB NAME : POLYGON 8056-A - J8 DRAG Scale: 0.5281 �,. /Ci AZ". 1.WARNINGS: GENERAL NOTES, unless otherwise parameters * 4,OREGON RGON ��s(, Truss: t78 DRAG 1 Builder and erection contractor should be advised of aA General Notes 1. design Is based only upon the peremetan shown and Is for en Individual G and Warnings before construction commences. building component Applicability of design parameters and proper 2 204 compression web bracing moat be Installed where shown+. incorporation of component is the responsibility of tiro building designer �� 9•'' 14 ry 0` �4 3.Addgbnal temporary bracing to Insure stability during construction 2.Design assumes the fop and bosom chords to be laterally braced al /ts. 1.0- DATE: !r is the responsibility of the erector.Additional permanent bracing of 1'o.c.and at 1d no.respectively unless braced throughout their etl)B by l�_"'.R R 8/17/2017 the overen structure is the responsibility continuous sheathing soda as plywood ehee wirers)and/or drywalgec). 'YJ pone ty of the alts designer. 3.20 Impact at brass or lateral bracing required whore shown++ SEQ.: K 3 5 6 9 6 31 4.No bad should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes busses are b be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are for condition'or use. 5.CampuTnu hes no control over and assumes no se ponsibtiky for the 8.Design assumes NII bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/20 1.7 fabrication,handling.shipment and installation of components. 7,Design assumes adequate drainage Is provided. B.This design is furnished subject to the limitations set bah by 8.Plates shell be located on both faces of truss,and pieced so their center August 17,2017 TPIANTCA In SCSI,copies of which will be furnished upon request. lines colndde sIN joint canter lines. Software 7.8.8(1 L}E g.Digits indicate size of plate in Indus. MITek USA,Inc./CompuTrus So 10.For basic connector plate design values see ESR-1311,ESR-15513(MITek) I 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-460) 352 2-6=10) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" D.C. 3-4=1-213) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -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 BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -12/ 310V -114/ 299H 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 1OPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,6,3,41 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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" 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" 0 MAX TC PANEL TL DEFL = -0.006" @ 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 P7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCD1,-4.2,BCD1=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 c 3 � in the plane of the truss only, l on r1 o ,,,-- i ut E o f �� 6 I 0 1 M-3x4 y �. to PROP y y y 1GIN; / 1-00 4-00 4-11-09 5 ' ,,,:k-' '1.5) qk 144 11 Ct 89200PE r- JOB NAME : POLYGON 8056-A - J9Y AllOP-"°5".-- Scale: 0.3524 �'y /��••' /�� WARNINGS: GENERAL NOTES, unless omerwlen noted: I OREGON y� �`.(,/ 1 Bulled and erection contractor should be advised of all General Notes 1.This design Is based only upon the ammeter.shown and is for en InelWdual / N Truss: J9 and Warnings before construction commences building component Applicability of design"ammeters and proper 2 � 2.2x4 compression web bradng moat be Installed where shown 0. incorporation of component Is the responsibility of the building designer. G/O , 7 '�4, `" at 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda 10 be ely union braced throughout braced en gth byIs the responsibility of the erectgr.Additional permanent bracing of Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /iR.I l..r DATE: 8/17/2017 the overall structure Is the respell/Ability of the building designer. 3,2x Impact bridging or lateral bradng required where shown++ SEQ.: K3 5 6 9 6 3 2 4.No load should be applied to an{t component until after all bracing and 4.Installation of buss Is the respons@blly of the reapedhre contractor. fasteners are complete end at.,Jr,boa should any loads grater than 5.Design assumes trusses are to be used in a noncorrosive enumnnront. end are for'Wry condition'.of use. design beds be applied to any Componal TRANS ID: LINK 8.Design assume.full bearing atall supports shown.Shim orwedge If EXPIRES:' 1213112017 S.CompuTrus hes no central overall assumes no responsibility bili for the necessary. 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 al forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIPWTCA In BCS',copies of which wIll be furnished upon request lines coincide with joint center lines. 9.Digits Indicate sire of plate in Inches. MITch USA,Ino./CompaTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ES19-1988(MITek) 1 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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-502) 452 TC LATERAL SUPPORT <- 12"OC. UON, 3-4=(-261) 202 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 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 -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 INC 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 KED? ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 -, 'PROVIDE FULL BEARING;Jts:2,6,3r4,5' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.i 1( VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.002" @ -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" 9 SEASONED LUMBER IN DRY SERVICE CONDITIONS �( MAX HORIZ. LL DEFL = -0.008" @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.008" @ 9'- 10.8" • 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=15.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), EV load duration factor=l.6, r--1 Truss designed for wind loads m in the plane of the truss only. 0 I 3 mr f cl o tI 1 6 a-_� O M-3x4 ), ), y ), f�'' � P R OFFS 1-00 4-00 5-11-09 1AGI N ",,.5' s/O. 2 `z- 89200PE .'r' JOB NAME : POLYGON 8056-A - Jl0 Scale: 0.3316 ►_ . ' - WARNINOS: OE NERAL NOTE S, umeupol Me par noted + �OREGON Truss: J 10 Builder and erection contractor Mould be advised o all General Notes hla design le basad only upon Me parameters ahem and le for an IndMduel 74 end Warnings beton construction commences. building component.Applicability of Design parameters and proper I 1' 14 � t)' '� 2 2x4 compression web bracing must be Installed where shown+ incorporation d component b the responsibility of me building Designer. /0 y 3 Additional temporary brecing to Insure stabilitytluring construction2.Design assumes the lop and bottom chords to be lateraly braced al Is the responslbiMy of the erector.Additional permanent bracing d T o.c.end at 10'o.c.respectively unless braced throughout their length by DATE: 8/17/2017 theoverallstructure Is the responsibility of me building g designee conenuous sheathing each as plywood sheathing(TC)and/or drywall(BC). 414: /i1911- 2x Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 6 3 3 4.No road should be applied to any component until after all bracing and 4.Installation of boss Is me responeidtiy of the respedNve contractor. fasteners are complete and al no time should any loads greater then 5.Design assumes trusses are b be used in a non-corrosWe environment, TRANS ID: LINK design loads n.applied rocomponent. anti ere for'dry condition.ofuse. 5.CompuTrus has no comm)over and assumes no responsibilityfor the B.Design assumes full bearing al all supporta shown.Shim or wedge I( EXPIRES: 12/31/2017 fabrication,handling,shipment and installation m components. necessary. .1 .1 8.This design is furnished subject to the limilafons set fond by 7.P: :snavumesadequateohifagelogrossed. August 17r 2017 B.Plates shell be Iocale0 on boo feces of Was,end placed so Ihsir canter TPIMTCA In SCSI,copes of which will be famished upon request. lines cdndde with Jdnl center Ones, MiTek USA,Inc./CompUTrus Software 7.6.8)1 L}E 9.Digits Indicate else of plate In inches. 10.For basic connector plate design valves see ESR-1311,ESR-1888(MiTek) 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 #15BTR i LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 BC: 204 EDGE #15BTR SPACED 24.0" O.C. 2-3=1-546) 504 3-4=1-315) 255 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1 -89) 59 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 ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -15/ 312V -147/ 3458 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/ OH 1.50" 0.38 RIDE ( 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/ B0V 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:2,6,3,4,51 5 -/ 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 ii 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 Wind: 140 mph, h-15.8ft, 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. I c 0 ..i 3 yl C1 O Li1 O ' 6 o�_ I ry r 0 1 M-3x4 I �� 0 PRO r '0� 1-00 4-00 6-11-09 . 4x7 :92OOP <' JOB NAME : POLYGON 8056-A J11 ! r� - Scale: 0.3053 M WARNINGS: GENERAL NOTES, anise otherwise noted: I)4 -/ OREGON) 1.Builder and erection contractor s Uld be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an IndMdual �^ Truss: Ji l and warnings before cone commences. building component.Applicability of design parameters and proper 9 �� h 2.244 compression web bracing m sl be installed where shown 4. Mcorporetkm of component is the responsibility of me building designer. /O �/ T 14 3.Additional temporary bracing to ewe stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responslbal of the erect .Additionalpermanent bracing of o ndn end et 10'ea.respectively ply unless bated throughout their length by E'(?R I�"- y conlMuoua sheathing such ti elyunle s braced and/or drywalgth b ii'"'jj DATE: 8/17/2017 the overall structure la the ms slb5ty of the building designer. 3.201 sped bridging or lclaral bracing required where shown s SE K 3 5 6 9 6 3 4 4.No load should be applied to an component until altar all bracing and 4.Installation of truss b the responsibility of the respective contractor. +4• fasteners ere complete vent at time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. and are for'dry condition'of use. TRANS I D' LINK design Ices be applied to any mpoeent s.compulrvs hs no control over nd assumes no responsibility forme B.Design assumes full bearing et an supports shown.Shim or wedge if EXPIRES: 12/31/2017 necessary.n fabrication,handling,ed 50615)and installation of components. 7.Design assumes adequate drainage is provided. August 17 r 2017 8.This design is furnished subject to the limitations set font by B.Plates shall be located on both faces of truss,end placed so their center TPIMGCA M SCSI.copies of which will be fumlehed upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches, MRek USA,InciCompuTrus Software 7,6.8(10-E 10.For basic connector plate design values ss EB13-1311,ESR-1988(Wick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" TC: 2x4 KDDF k168TR IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(0) 0 SPACED 24.0" O.C. 2-3=(-600) 556 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-380) 314 BC LATERAL SUPPORT <= 12"0C. UON. 4-5-(-123) 87 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 PRO 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 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. 1 til 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'- 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 12 system and components and cladding criteria. 12.00 ,i Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ,y In the plane of the truss only. 0 N 3 01 m O O 6.- -i 1 M-3x4 �4- t.p PROFess y 1 y ANG I NEER /42 1-00 4-00 7-11-11 .45 :9200P T-- JOB NAME : POLYGON 8056-A - J12 / g''� Scale: 0.2842 a.. Zr.WARNINGS: GENERAL NOTES, unless otherwise noted: ' OREGON "r. Truss• J 12 Builder and erection contractor should be edNsetl or all General Notes This design is based only upon the parameters shown and le a an individual and Warnings before can•tncllon commences. building component Applicability of design parameter.and proper 2•°.\ A • 2.2z4 compression web bracing must be installed where drown+ Incorporation of component Is the responsibility of the buldlrg designer 72- 4,, 1\... L�♦ �4� 14 3.Additional temporary bracing to insure+stability during construction2'2.Gaston assumes me lop end bottom chorda to be laterally braced el r V 8/17/2017 is the reepondbisty of the erecta.Additional permanent bradrg of continuous sheathing respectively unless braced throughout melt langur by ///......,,, DATE: the overall structure Is the responsibility of the building designer. 3.2x Impact b r suer as acing re siredsheatIsere s and/or tlrywell(BC). /14P ('T.+�l d.No bad should be applied b anyInstallation rit hese isr thterel pracing req f the where showo++ !'1 fl l 1•• S E Q.: K3 5 6 9 6 3 5 PW component until after all bredrth end d. of este the responsibilitytof IncrespectM contractor. fasteners ere a pleb and m no erne po should any loads greater than 5.Design assumes trusses are w be used a nan<orroeive environment, TRANS I D: LINK design wade be applied w am component. and ere for•dry condition'of use. 5.CompuTnn has no control over end assumes no responsibility forme 8.O�°w1�^assumes foil bearing at°II supports shown.Shim or wedge i! EXPIRES:' 12/ 31/201T fabrication,handing,shipment and installation of components. eery. q 6.This design is lumished subject to the limitations sat form byr.Plates shall bel loadcated en both is prodded. and �7 r 2�1 7 8.Plates shell located on born feces of Irusa.end placed so their center TPIN/TCA in BCSl,copies of which will be furnished upon request. tinea coincide with joint center lines. MiTek USA,InalCompuTrus Software 7.8.8(1 L}E N.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-19138(Wok) ( 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: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-622) 266 6-4=(-147) 80 WEBS: 2x9 ROOF STAND 3-4=( -64) 60 LOADING 9-5=( -5) 2 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL 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/ BBH 5.50" 1.13 KDDF ( 625) 9'- 4.5" -47/ 921V 0/ OH 5.50" 0.67 KDDF ( 625) x* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed= 0.200" MAX TL DEFL - -0.043" @ -2'- 0.0" Allowed= 0.267" MAX BC PANEL LL DEFL - -0.191" @ 4'- 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 'r < system and components and cladding criteria. 12 Wind: 140 mph, h=15ft, TCDL-6.0,BCDL®6.0, ASCE 7-10, 3.00 (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. 111 M-1.5x3 3 co o N i f m PPP i f -- s. 6 o M-3x4 M-3x4 y ), > 8-11 0-05-08 y y '''. 9-04-08 > `�cO PRQp4 2 00 \�[` N�I�E�� /O� 89200PE JOB NAME : POLYGON 8056-A - K140 Scale: 0.5019 ' IIP ' WARNINGS: GENERAL NOTES, unless othersse noted: +a} OREGON s*em'� i 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 L `' N /` Truss: K1 and Warnings betas construction commences. building component.Applicability of design parameters and proper SIO 7 �!�1 2.2x4 compressors web bracing trust be Installed where shown+ Incorporation of component N the responsibility of the building designer. I V #y 3.Additional temporary bracing to nears stability daring construction 2.Design assumes the top d bottom chords a be laterally braced et `- Is the responsibility of the erector.Additional t bradng of 2'o c and at 10'o c.respectively unlace braced throughout Meir longs by M'',4 RIO-, permanent continuous sheathing such ti plywood s braced pout t air length b t,�J'j DATE: 8/17/2017 the overall structure Is the reapansblllty of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : K3 5 6 9 6 3 6 4.No load should be applied to an/component until after all bracing and 4.Inatelation of truss Is the responsibility of the respective contractor. fasteners are complete end at no Ihne should any loads greater than 5.Design assumes tosses are to be used in a non+onosive environment, TRANS I D• LINK design loads be applied to any uomponenI dna are for•my sfull bearing of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing el all aupporis shown.Shim or wedge N EXPIRES:' 12/31/2017 necessary. { fabrication,handling,shipment and Installation of components. 7. eign assumes adequate drainage Is prodded. August 17,2017 8.This design Is famished sub(ecl to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPllWICA in SCSI,copes of which will be furnished upon request lows coincide wlb joint center linea. 9.Digits Indicate size of plate In Inches. MITek USA,Inc.(CompuTrus Software 7.8.8(11..)-E 19.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by I. Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 55 2-5=(-20) 24 3-5=(-117) 99 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-67) 29 WEBS: 2x4 KDDF STAND 3-9=( -5) 2 LOADING 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 29.0" 0.0" 0'- 0.0" -135/ 508V -11/ 438 5.50" 0.81 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PIF Ground Snow (Pg) 3'- 11.0" -17/ 155V 0/ OH 5.50" 0.25 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. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF 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" 3-07-04 0-03-12 MAX TC PANEL TL DEFL 0.022" @ 1'- 8.2" Allowed = 0.298" ,r ,( SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 3.00 MAXv HORIZ. LL DEFL = 0.000" 0 3'- 7.3" 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=l5ft, 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, 3 4 Truss designed for wind loads in the plane of the truss only. IPM m 0 I 0 r I 0 I _ - ti 0 o f M-3x4 M-1.5x3 J. J. b 3-07-04 0-03-12 J. J. J. 2-00 3-11 <c�ED PRQ`� s c . �NGINE .- cS'j0 4. 44 a 89200PE fir' JOB NAME : POLYGON 8056-A - Ll �!'''., Scale: 0.6531 ..-...411011."" � `�', WARN I,Builder GThRAeNOTEb, unless lithe aramete. OREGON 44/ Truss: L I 7.SWlder antl erection contractor should be advised of all General Notes 1.This design is based only upon Ore parameters p n sham and Is for an Individual ,7 OREGON and Warnings before consimctlon commences building component.Applicability of design parameters and proper tx 2.204 compression web bracing must be Metalled where shown.. Mcoryoretlon of component Is the responsibility of Me building designer. i0 '1).- 14 h l�\ �4 3.Additional temporary bracing to Insure stability during construction 3.Design assumes the lop and bottom chords to be laterally braced al •(,�V Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and a110'o.c.respectively unless braced throughout their length by /J♦��///�..s��, DATE: 8/17/2017 int overall structure Is IM responsibility of the building designer. continuous sheathing such as plywood shred h(TC)and/or drywall(BC). ll j}(-y.I�\ 4.No bad should be applied to any4.l s Impact bridging or thelatere)boning required to respre shownco+♦ i-�fl 4^ SEQ.: K 3 5 6 9 6 3 7pW component until after all bracing and 4.Installation of Iron,is responsibility of the respective contractor. fasteners ere complete end at no lime should any leads greater then 5.Design assumes Busses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any componentalio are for dry conditionof use. 5.CompuTrue 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 necessfabrication,handling,shipment and installation of components. ery. H.This design a furnished subject to the limitations set forth by '.Design assumes adequate drainage e 1 proNda n August 17,2 17 e.Plates shag be locatedjoint on both faces of Iruas,end placed so their center TPIM?CA In SCSI,copies of which MI be furnished upon request. lines coincide with Joint center line. MiTek USA,IOc.ICompuTN9 Software 7.8.8(1 L}E a.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,EBR-1888(MINA) 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 #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 Wind: 190 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 42.0 POE load duration factor=1.6, TOTAL LOAD = 42.0 POE 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 fox BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-00 7-00 T 1 12 IIM-4x4 12 12.00 V' 3 N12.00 M All ,, -/O O 1 fI 1 I O O 1 7_-_M-4x4 -Jig-4x4 to PRQp 1-00 b 14-00 I tr;":7. �NG(N �� s/O2Ty �" 89200PE r'• JOB NAME : POLYGON 8056-A rt M1 � Scale: 0.3531 � WARNINGS: GENERAL NOTES, unless otherwise noted OREGON �w�' 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 IndMdual Truss: Ml and Warnings before conem,dion commences. building component.Applicability of design parameters and proper �y 2° �� incorporation of component Is ms responsibility of the building designer i/'1 _7 i A G'O Z.2z4 compresabn web bracing noel be Installed where shown+. 2.Design assumes the lop end bottom chords to be laterally braced at �./ 1 V 3.Additional temporary bracing to Insure stability during construction y o.c.and et 10'o.c.respectively unless braced throughout their length by ['��''') 1 ` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywdl(BC). 'J R10- DATE: l.•- DATE: 8/17/2017 me overall structure Is the r,sm nsibiaty of me building designer. 3.Yz Impact bridging or lateral bracing required where shown++ SE K3 5 6 9 6 3 8 4.No bad should be applied to ady component until after all bracing and 4.Installation of truss Is me responsibility of me respective contractor. 4• fastener,are complete and at do time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, design beds be applied to any�omponent and are for'dry condition"of use. TRANS ID: LINK presponsibility E Design mes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2017 5.Com uTnn has no control over and assumes no for the neces r� fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. August 17,2017 8.This design is humished subject to the fm8atione set tom by I.Plates shall be located on both feces of buss.end placed so their center TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide g. indicate elm of to inches. MiTek USA,InciC0lnpuTrus Software 7.8.8(10-E 10.For basic connector plate design values see EBR-1311,ESR-1888(Wok) 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: 2x4 KDDF 81bBTR LOAD DURATION INCREASE = 1.15 BC: 289 KDDF 81SBTR 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 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 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 6-00 6-00 ' T 1 12 4x9 12 M-12.00 7 2 7112.00 Alk r,, I o f4/1111\11611L o m Ali Ln ,P.2.j.IIMIII=11M1111M111=M=IIIMlmmmmmmmum-se.. �N o O f 0 O M-3x4 M-3x4 'I y y ,v-) PROF�s 12-00 1-00 c NGIN4fi /a w� . v 89200PE .9f' JOB NAME : POLYGON 8056-A - N1 r^' /per.,! Scale: 0.3881 t•� WARNINGS: GENERAL NOTES, unless otherwise noted: * I!!y /t/^� .� Truss: N 1 1.Sander and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and is for an IndMdual 7f OREGON E174J N y� and Warnings before construction commences building component Applicability d design parameters and proper �..' A V1 2.254 compression web bracing must be installed where shown+. incoNorelbn of component Is the responsibility of the building designer. /mayAl y 1 4 n�` 3.Additional temporary bracing to Insure stability during construdlon 2 Design assumes the top and bottom chords b be laterally braced at r,,/ L 60.. la IM responsibility of the areas.Additional permanent bracing of T o,c,and al 10'o,c.respectively unless braced throughout their length by DATE: 8/17/2017 the overall structure la the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BO). �+(']("y(1 �. 4.No load should be applied b any3.Pa Impact badging or lateral bracing required where shown++ !"j R l L SEQ. : K3 5 6 9 6 3 9 phi component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility ler the 8.Oeeiisn assumes full bearing at all supports ehewn.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and Installation of components, ].Design assumes adequate drainage is provided. 8.This design is famished subject to the Nmiiabons set forth by 8.Plates shall be located on both faces of turas,and placed as their center August 17,2017 TPIIWTCA in SCSI,copies ofwhich will be furnished upon request. lines coincide with joint canter lines. MITek USA,Inc./Com uTms Software 1 L 7.8.8 E 9.Digits indicate aloe of plate In inches. p ( )- 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 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: 190 mph, h=18.9ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=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. 3-11-08 3-11-08 T T T 12 12 IIM-4x4 12.00 V N 12.00 3 A' /PI 2 �0 r O O W 0 I N N O 0 0 M-3x4 M-3x4 1 y 1-00 y 7-11 y 1-00 y ��NGpIN O�F\�6'6, mac" /9 2v " :9200PE r JOB NAME : POLYGON 8056-A - R1 11011 Scale: 0.4928 a1+ WARNINGS: GENERAL NOTES, unless otherwise noted: N 441 1.BuNder and erection contractor d beadvised of all General Nates I.This design is based only upon the parameters shown and le for an individual 0 �O-' �(le � Truss: RI and Warnings before construct coin ones building component Applicability of design parameters and proper �*'^/ A ` 2.234 compression web bracing 1 be installed where shown+. Incoryoretbn of compoent h the responeiblliy a me building designer. /1 _7 A �,0.. '4- 3.Additional temporary bracing to In ure stability during construction 2.Design assumes the lop and bosom chortle to be laterally brace at Y �A Is me responsibility of me erecta.Adtllibnel permanent bracing of 2'continuous ou et 1g'ging such as ply woods braced(TC)and/or n/mak all(B). "1E R R 1 L✓ s cit Imp oft ehging or such as plywood required a when s own ii drywell(SC). DATE: 8/17/2017 iM overall structure Is the renpon Willy of me building designer. 3.23lmpad bridging or lateral bracing raqulred where shown++ SE K3 5 6 9 6 4 0 4.No bad should be applied to any nmponenl until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 fasteners are complete and at no line should any loads greater than 5.Design assumes wanes are to be used in a noncorrosive environment, design bads be applied to any component. and are for'dry condition'of use. TRANS I D: LINK 5.CompuTnn hes no contra over and assumes no responsibility for the 8.Desitin assumes full bearing at all supports shown.shim or wedge If EXPIRES: 12/31/2017 esary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. August 17,201 7 6,This design Is furnished subject to the limitations set forth by 8.pules shall be located on both faces of buss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center And. S.Digits indicate size of plate In inches. MITek USA,Inc./CompaTnus Software 7.8.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=(-6) 155 6-3=(0) 171 BC: 2x4 KDDF 116BTR SPACED 24.0" O.C. 2-3=(-286) 77 6-4=(-6) 155. WEBS: 204 KDDF STAND 3-4=(-286) 78 LOADING 4-5-1 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= 42.0 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/ 446V -114/ 1140. 5.50" 0.71 -KDDF ( 625) 7'- 11.0" -80/ 447V 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 LL DEFL - -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL DEFL - -0.003" @ -1'- 0.0" Allowed- 0.133" 3-11-08 MAX LL DEFL - -0.002" @ 8'- 11.0" Allowed = 0.100" 3-11-08 MAX TL DEFL - -0.003" @ 8'- 11.0" Allowed = 0.133" I f f MAX TC PANEL LL DEFL = 0.098" @ 5'- 7.0" Allowed= 0.332" 1212 MAX TC PANEL TL DEFL - 0.096" @ 5'- 7.0" Allowed= 0.498" 12.007 M-4x6 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12.00 3 4.0" MAX HORIZ. LL DEFL = 0.001" @ 7'- 5.5" MAX HORIZ. TL DEFL - 0.001" @ 7'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-18.4ft, TCDL=4.2,BCDL=6.0, ASE7-10, (All Heights), Enclosed, Cat.2, Exp.B, WFRS(Dir), load duration factor=1.6, AIII Truss designed for wind loads in the plane of the truss only. m MPlii N OA Fuo //11 6 ��,1M-1.5x3 M-3x4 ; y y 3-11-08 3-11-08 y y 1-OS 7-11 k 1-00 i' � �to PROFe-VS / INE . SP' • �' cc' 89200PE /!.. JOB NAME : POLYGON 8056-A - R2 1 � Scale: 0.4803 '�`r WARNINGS; GENERAL NOTES, unless otherwise noted. Ile 4t. Truss: R2 1.Builder and erection osntrecter anotia be advised of all General Notes 1.This design Is based only upon the parametersshown and le for an IneMdual -yG , OREGON �'.� and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown 5. Incorporation of component Is me responsibility of the Wilding designer. "O 9 i" 14 2 ��4 3 Additional temporary bracing to Insure stability during construction Z Design assumes the top and bottom chords to be laterally braced et 4 2.0.c.end at 10'so.respectively unless braced throughout Mab length by Is the reaponaib0ly of the erector.Additional permanent bracing of DATE: 8/17/2017 the overall structure le the responsibility of the building Beal continuous sheathing such es plywood sheathing(7C)and/or drywail(BC). t}(_-y i�\ ng gner. 3.2x Impact bridging or lateral bracing required where shown++ \\\!"�fl 4� SEQ.: K3 5 6 9 6 41 4.No bad should be applied to any component until after all bracing end 4.Installalbn of Wes la the responsibility of the respective contractor. fastener.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 wads be applied to any component. and are for"dry condition'of use. (^�{ 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full basing al all supports shown.Shim or wedge If EXPIRES:` 12/31/201 1 7 ssary fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided 8.This design Is furnished subject to the limitations set form by 8.Plates shell be located on both faces of Wss,end placed so their center August 17,2017 TPIAVTCA In BCSI,copies of which will be furnished upon request. fines coincide with joint center lines. MITek USA,Inc./COmpUTNs Software 7.8.8(11..)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1985(Web) 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 TC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1788) 378 1-4=(-224) 1130 4-2=(-476) 2330 BC: 2x6 KDDF #16BTR2-3=(-1788) 378 9-3=(-224) 1130 . WEBS: 2x6 DF SS; LOADING 2x4 KDDF STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 11.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA TC LATERAL SUPPORT <= 12"OC. UON. BC U4IF LL( 322.9)+OL( 239.6)= 562.5 PLF 0'- 0.0" TO 7'- 11.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 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 KDDF ( 625) ( 2 ) complete trusses required.[V REQUIREMENTS OF IHC 2015 AND INC 2015 NOT BEING MET. Attach 2 ply with 3"x.131 DIA GUN CONE. 2: Design checked for net(-5 psf) uplift at 24 .oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX TL DEFL - -0.017".@ 3'- 11.5" Allowed- 0.467" 8" oc in 2 row(s) throughout 2x6 bottom chords, MAX TC PANEL LL DEFL - 0.048" @ 5'- 7.0" Allowed = 0.274" 9" oc in 1 row(s) (5) throughout 2x9 webs. SEASONED LUMBER IN DRY SERVICE CONDITIONS 3-11-08 3-11-08 MAX HORIZ. LL DEFL - 0.002" @ 7'- 5.5" MAX HORIZ. TL DEFL - 0.003" @ 7'- 5.5" 12 12 M-4x6 12.00 12.00 Design conforms to main windforce-resisting 7system and components and cladding criteria. 2 4.0" ,i. Wind: 140 mph, h-21.2ft, TCD1-9.2,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. A M-5x12 M-5x12 o ummo 11,140.1 10.611146\f u, 1 v 1 1 f 1 4 110- 413 1 oM-3x6 y , Y 3-11-08 3-11-08 n J., 7-11 y 4�� ,D PRaphtts kr`3 G. ',GIN X04, :9200P <' JOB NAME : POLYGON 8056-A - R3 Scale: 0.5001 00111 toss• 10 Cr WARNINGS: GENERAL NOTES, unless otherxisenoted '9 OREGON * �4// 1 Builder and erection contract should be advised of all General Notes 1.This design is based only upon the parameters shown and la for an Individual /,� "i Truss: R3 and Warnings before construct*commences. building component Applicability of design parameters and proper �/ '9 Q�. ..1_ 2.2x4 compression web brodng moat be Inslasad wham shown+. Incorporation of component Is the responsibility of the building designer. ,0 Y 14 (yT 3.Additional temporary bracing to Insure elabllny during construction 2.2'Doft assumes the lap and bottom ass ba to be laterally braced at _ Is the responsibility of the erecter.Additional permanent bracing of 2'continuous and at ea hin.such a respectively unless bre=ad(TC)and/n dryeir length by �' l R I.-- 2.oftadt 10' c.espe as plywood s braced throu hour t drywelgth b !'j DATE: 8/17/2017 the overall structure Is the rospmaOnity of the balding designsr. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K3 5 6 9 6 4 2 4.No load should be applied to an I component until after all bracing and 4.Instalietlon of truss Is the responsibility of Or.reaped*contractor. fasteners are complete and at lib tine should any loads greeter than S.Design assumes trusses are to be used in a non-corrosive environment destgn beds be applied to any component. end are for'dry condition'of use. TRANS I D: LINK 5.CampuTma hes no control any aorver d assumes no roaponsibily for the B.Design full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 • 7 { This a llom,handling,shipment endsinstanalbn of components. 7.Design assumes edegaate drainage Is provided. August 1 7,201 7 8.This design is furnished subject to the limitation sal forth by 8.Wales shall be located on both faces of truss,end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. B.Digits indicate alta of plata in Instils. MiTek USA,Inc./ColnpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-198B(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&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 31 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 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 RODE ( 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/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. {COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM. CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 12 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 6.00 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" 0 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, ry (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, I Truss designed for wind loads in o in the plane of the truss only. N to o MIO I f 0 2 4 M-3x4 1 2-00 2-00 1-11-13 4,� Ea PPQ,��ss �`5• NGIN �c6' /p kr 2 89200PE �r JOB NAME : POLYGON 8056-A - SJ1 --`, -' • Scale: 0.7429 Q /e/w ' WARNINGS: O.This design unless o the lse parameters -Ts ,OREGON dpi Truss: S J 1 , u Is Warnings before construction commences. building component Applicability of design parameters end proper � Vs 2.2x4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer. /O q'/ 14 20�� 3.Additional tem2.Design assumes the top and bottom chords to be lateral braced al (r temporary breGng to Insure stability during construction IT b the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'o.c.respectively unless braced throughout their length by 4 a,,,, fR I L- DATE: 8/17/2017 continuous sheathing each as plywood nee Where)and/or drywalgec). the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t• SEQ. : 93 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 reapondblliH of the respective contractor. fastener"are complete and at no time should any bads greater then 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 for'dry condition.of use. 5.CompuTms has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES:. 12/31/2017 lebdulion,handling,shipment and Installation of components. 7.Designssume.adequate drainage Is provided. August 7,20 1 7 O.This design i5 furnished subject to the limitations set font by 8.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request tines calndde calm joint center lines. MTek USA,teefcem UTfus Software 1 L 7.8.8 9.Digits Indicate size of plate In Inches. p ( E 18.For basic connector plate design values see ESR-1311,ESR-1988(Wok) t Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) or DamagePersonal Injury offsets are indicated. MEMDimensions are in ft-in-sixteenths. ili‘k Apply plates to both sides of truss 1 2 3 1. Addi ional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diag nal or x-bracing,is always required. See BCSI. 2. Trus bracing must be designed by an engineer.For U-11B' widtrussspacing,individuallateralbracesthemselves mayrequirebracing,oralternativeTorIpbrac'ng shouldbeconsidered.Lr3. Never exceed the design loading shown and never �-� ! IirEmillimmmilumilliliAlli4%4NP ; �� d stackmaterialsoninadequatelybracedtrusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7.8 cs- cep designer,erection supervisor,property owner and plates 0- i/1/'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut embers to bear tightly against each other. 6. Pla plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO loca ions are regulated by ANSI/7P11. connector plates. THE LEFT. 7. Des gn assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the nvironment in accord with ANSUTPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unl shal ss oottex exceed 19herwise %eat ttime of fabrriication.oisture cntent lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unl ss expressly noted,this design is not applicable for ICC-ES Reports: use With fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 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.Pla type,size,orientation and location dimensions indi ated 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 a I respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published spe ified. �/ Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 11L111Indicates 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. NEN reaction section indicates joint 11111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN INN 1.--. 1q 18.Use of green or treated lumber may pose unacceptable 8.mo environmental,health or performance risks.Consult with project engineer before use. Industry Standards: IIII ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. 110e■■■ BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013