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Plans rk`\S v AQ)\--i- UOS t�LvgS Svc �' � kAt\\oLv ie MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: NRT LOT 139 ONLY 3410-D MODIFIED 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: K3059588 thru K3059647 My license renewal date for the state of Oregon is December 31,2017. 9,0) PROP G I N E �, fO9 89200PEcc) 4t- OREGON i� q} 14 2-43-\ P} 41//` `P :4, �t�`� �. April 10,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cid=1.00 TC: 2x9 KDDF 8160TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1507) 398 1- 5=(-243) 1108 5- 2=( 0) 277 BC: 2x6 KDDF 815BTR 2- 3=(-1108) 367 5- 6=(-296) 1109 5- 3=(-39) 56 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1509) 398 6- 9=(-242) 1110 3- 6=( 0) 269 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HONE BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 8'- 9.0" TO 19'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -- - BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 19'- 9.0" V 0'- 0.0" -244/ 1175V -92/ 92H 5.50" 1.88 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 14'- 9.0" -244/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" - -----=-------- - TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 9.0" I_ kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I ** For hanger specs. - See approved plans 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 LL DEFL = -0.027" @ 6'- 0.0" Allowed = 0.692" MAX TL DEFL = -0.092" @ 8'- 9.0" Allowed = 0.922" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.008" @ 19'- 3.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 3.5" 5-11-11 2-09-10 5-11-11 Design conforms to main windforce-resisting f 4,3209 4320# f system and components and cladding criteria. 12 12 9.00 M-4x6 M-5x6 9 00 Wind: 190 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0III0 II 1 .. 5 6 .. 4 I M-3x4 M-3x4 M-1.5x3 M-3x4 5-09-11 3-03-07 5-07-15 P 1 14-09 1 S4 NCIN44)`9% �• 89200P1-44 E c JOB NAME : POLYGON 3410-D NH LOT 139 NRT - Al _.i Scale: 0.9279 "�„.'�'�1 WARNINGS: GENERAL NOTES, udeasomervdse noted: �ryp�-/w�A C 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown end h for an individual {0 A+ fl Cil p V '� Truss: Al end warnings before construction commences. building component.Appncabpltyofdeeign parameters and proper �1 2 204 compression vub bracing must be installed where shoon.. incorporation or component is the responsibility or me bonding designer. �,I'� ! ,�4 2,0��-�- 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be lateraity braced at V Is the responsibitty of the erector.Addttlonal permanent bracing of 2 o.c.end et 10 o c.respectivety unless braced throughout their length by 41e4EF/ n i�� DATE: 4/10/2017 the overall structure is the n stbp f the building designer. 20 Impact sheathing such as sting replywood uit a where s and/or drywep(BC). (`+ upon ar o 3.2a Impact bridging or the erel bracing required where shown.* SEQ. : K 3 0 5 9 5 8 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is tha ontlbppy of the respective contractor. fasteners ere complete and at no time should any loads gmammtrusseserto an 5.Design assumes are to be used In a noncanosNe environment, TRANS ID• LINK design loads be applied to any component. and are for dry conditionofu.e. 5.CompsTrus hes no control over and assumes no responsibility for the 6.Design assumes Ntt boating att supports Mown.Shim or wedge If EXPIRES:' 12/3112617 ry febdcatlon,handling,shipment and Installation of components. 7.Design assumes adequate othl age is provided. April 0,20.p 1 7 6.This design is furnished subjectsubjectto the limitations set fonts by S.Plates shall be located f ed on both faces of Was,end placed w their center TP WVFCA In BCSI,copies of which loll be furnished upon request. lines coincide with joint center litres. uTrue Software 7.6.8 1L O.Digits Indicate Axe of plate In inches. MiTek USA,Inc./Com P ( )-E 10.For basic connector plate design vetoes see ESR-1511.ESR-7088(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-735) 222 1-6=(-124) 520 2-6=(-193) 192 BC: 2x9 KDDF 814BTR SPACED 24.0" O.C. 2-3=(-559) 199 6-5=(-121).515 6-3=(-125) 381 WEBS: 2x9 KDDF STAND 3-4=(-559) 199 6-4=(-193) 192 LOADING 4-5=(-735) 222 TC LATERAL SUPPORT 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -83/ 620V -122/ 122H 5.50" 0.99 KDDF ( 625) 14'- 9.0" -83/ 619V 0/ OH 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE.SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ 7'- 4.5" Allowed = 0.692" MAX TL DEFL = -0.018" @ 7'- 4.5" Allowed = 0.922" SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.006" @ 19'- 3.5" 1' f1' MAX HORIZ. TL DEFL = 0.009" @ 14'- 3.5" 3-09-09 3-06-15 3-06-15 3-09-09 f -c I f of Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 9.00 7 II M-9x4 N9.00 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (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. M-1.5x3 M-1.5x3 2 Allik 0 0 o 1 ** 6 ** 5 0 0 M-3x4 M-3x8 M-3x4 o l ), y - 7-04-08 7-04-08 f103 PRQpF y14-09 ,`Co' GINE �/o 17 tz' 89200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - A2 .: Scale: 0.3654 r fr WARNINGS: GENERAL NOTES, unless otherniee noted. 7 OREGON zzi I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Moven and is for an Individual A 11G1.74JIY "'t/ Truss: A2 and wamingsbefore construction commences building component.,Applicability ofdesign parameters and proper !e / Y i4 2aN�. A 2.254 compression web bracing must be Installed where shown* incorporation sf componentIs the rceponalbRlty of the building designer. 3.Addabnal temporary bracing to Insure atabllity during consbuction 2.Design assumes the top and bottom chortle to be laterally braced at ,,y.*{0. Is the responalMRty of the erector.Addttlonal permanent bracing of 2 o.c and at 10 o c.reapedwety unless braced throughout their length by w.Pi R 11-V- • { yj continuous sheathing such as plywood sheathing(TC)and/or drywaR(BC) l,.' `y.. DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown** SEQ.: K3059589 4.No load should be applied to any component until after all bracing and 44.. Ratsonof the e�ab�tyefleerespectivvecontractor. fasteners are complete and at no time should any loads greater thanDesign TRANS I D: LINK deal9n leads be applied to any component. and are for"dry condition'of use. 5.CompuTms hes no control over and assumes no responsibility ler the 5 wester,. NR bearing at all supports shown.Shim or wedge If EXPIRES: 101 Design ? . n/ /h radiation,handling,shipment end Installation of components. 7.Design assumes adequate drainage*provided. April 10,2017 L I/G l f 6.ThIs design is mmlehed subject m the limitations set forth by R.Plates shall be located on both faces of truss,and placed so their tester G TPNW1CA In 6101,copies of which will be furnished upon request. lines coincide with joint center line. 9.Digits indicate aloe of pate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plata design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #13BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 424 1- 6=(-400) 1523 6- 2=( -299) 1595 BC: 2x6 KDDF #158TR SPACED 24.0" O.C. 2- 3=( -534) 140 6- 7=(-392) 1489 2- 7=(-1313) 347 WEBS: 2x9 ROOF STAND 3- 9=( 0) 0 7- 8=( -82) 132 7- 3=( -82) 334 LOADING 3- 5=( -369) 140 7- 5=( -360) 1541 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-1557) 373 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -289/ 1431V -94/ 18611 5.50" 2.29 KDDF ( 625) ADDL: BC CONC LL+DL= 1175.0 LBS @ 3'- 0.0^ 8'- 0.0" -394/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625) ADDL: BC CONC LL+DL= 620.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 620.0 LBS @ 7'- 0.0" '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 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. MAX LL DEFL = 0.017" 0 3'- 0.0" Allowed = 0.354" MAX TL DEFL = -0.036" @ 3'- 0.0" Allowed = 0.472" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP SEASONED LUMBER IN DRY SERVICE CONDITIONS AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-07-03 MAX HORIZ. LL DEFL = -0.004" @ 7'- 10.2" 1 ) MAX HORIZ. TL DEFL = 0.008" @ 7'- 10.2" 3-01-12 3-07-15 014-13 Design conforms to main windforce-resisting 4 1 0-09-08 system and components and cladding criteria. 7-00 1`--f Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 1 0-04-13 (AID Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 't-' load duration factor=1.6, 12 M-7x8 End vertical(s) are exposed to wind, Tr ss d or ind 9.00 7 M-4X6 9 inuthe dplane efwloads ofthetrussonly. III , M-3x6 2 0 I m0 • cal o Al m OE 1�_� 6 7 8 ', oI M-3x5 M-3x8 M-8x10 M-1.5x3 ,Jr ♦1175# +620# ,+620# , y ),3-00 7 8-00-07-15 1-04-01 6Nc;l G,y Es. 6:6, .. 89200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - AGIRD Scale: 0.3315 a WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON W 1.Builder and erection contractor should be advised tit ell General Notes 1.This design h based only upon the parameters shown end Is for an IndNldual .. Truss: AGIRD and Warnings before construction commences, building component Applloebltty of design parameters and proper 1 2.204 compression web bracing must be installed where shown.. incorporation of component is the responsibility of me building designer. '� / ♦A Ole � 3.Additional temporary bracing to Insure eteb18ty during construction 2.Design assumes the tap end bottom chords to be laterally braced et 1"F � Is theresponsinOty of the erector.Additional permanent bracing of 2 c. end at,sheo.oathing reuch as ply unless sheathing(TC) throughout Meir length) w ' [D �� continuousImpsshgor lateht bpdng e where showor n A.' DATE: 4/10/2017 the overall structure Is the responsibility of me building designer. 3.20 Impact bridging or lateral bredng required where shovm.+ SEQ.: K3059590 4.No bed should be applied to any component until after all bracing 4.Installation of atsuIssthe rspoonbuxdl tteenespactive ce nractor.nent fasteners are complete and et no time should any bads greeter then end are for"dry trusses of tousbe TRANS I D: LINK design loads be no to any component. 6.Design assumes hi bearing at al supports shown.Shim or wedge i EXPIRES: 12/31/2017 6.Camp..has no comn mm)over anti assumes no responswty br the ayry fabrication,handling,shipment end Installetion of components. 7.Design assumes adequate drainage Is provided. April A 0,20'7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center P TPLNWCA In BCSI.copies of which vel be furnished upon request. lines coincide with joint center thee. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bark connector plate design values see ESR-1311,EOR-1B88(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/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 68 2-4=0) 0 BC: 2x9 RODE #14BTR SPACED 29.0" O.C. 2-3=(-53) 50 TC LATERAL SUPPORT <= 12"OC. TON. LOADING i 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 PDF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1 1'- 10.9" -113/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg, 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 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. [GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. [ BOTTOM CHORD CHECKED FOR 1OPSF LIVE.LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NONiCONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 9.00 MAX BC PANEL TL DEFL =SEASONED LUMBER IN 3 DRY SERVICE.8" dCONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1 Design conforms to main windforce-resisting 3 , -/ system and components and cladding criteria. Wind: 140 mph, h=19.9ft, 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 to in the plane of the truss only. 0 0 i o /- PAJMIIIMIIIMIIIIIMIIIIIMIMIIIMIIIIMIII o o /- 012=N1 ►�4 1 M-3x4 y l l 1-00 6-00 � ,O PRapr 'b` 89200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - AJ1 Scale: 0.7093 1-44011111 WARNINGS: GENERAL NOTES, unless otherwise noted .ey OREGON `4,r I.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and la for an Individual 7,i/__ 41t. '` Truss: AJ1 and Warnings before construction commences building component.Applbebilay of design parameters end proper "j� �I''' �rt� 2 2x4 compression web bradng must be Installed where Move+, Incorporation of component is the responsibility of the building designer. 'V r j.I VV 3.Additional temporary bracing to insure alabllity during construction 2.Design assumes the top end bottom charts la be laterally braced al a... (�� Is the re albllof the erector.Additional 1 bracing I 2'o.nti end et 1 P hili rsuch as ply unless braced sheathing(TC) rut their length by -. r'1 A IO- DATE: �i �a soon ty permanen g o continuous t 10 o.cg such at plywood braced throughout pout t air length C �✓ DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown++ SEQ.: K3 0 5 9 5 91 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes vases are to be used Ina non-corraeta environment, TRANS ID•" LINK destgn bads be applied to any component. and are for"dry condition'of use. 5.ComWTrua has no control over and assumes no responsibility for the 6.De sign amines Ng bearing G all supports Mown.Shim or wedge If EXPIRES: 12/31/2017 ry fa n,handling,thipmt and lnslimetmn of components. 7.Design assumes adequate drainage Is provided. April 10,2017 e.This is design is furnished subject to the limitations eel forth by 6.Plates shall be roasted on both faces of truss,and placed so their center TPIAMICA In SCSI.copies of which will be fumlahed upon request. lines coincide with joint center lines. a.Digits truncate sire of plate in Inches. MITek USA,ins/CompuTrus Software 7.6.8(1L}E 10.For bask connector slate design values see ESR-1311,ESR-1968(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 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 204 KDDF 91sBTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ ``OH 5.50^ 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IeROVIDE FULL BEARING;Jts:2,3,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1- 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 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^ @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" f 1 ' MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" 12 MAX BC PANEL TL DEFL = -0.026" @ 3'- 1.4" Allowed = 0.339" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, to Truss designed for wind loads lane the in I of the truss only. Y• 0 fh I ti 0 0 i M-3x4 1 1 y 1-00 6-00 ,k`c` D P R OFFss 89200PE r" JOB NAME : POLYGON 3410-D NH LOT 139 NRT - AJ2 Scale: 0.6076 r.Lw ,a_ WARNINGS: GENERAL NOTES, unionotherwtea noted I. 4, C(� 1Builder and"rad ion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Mividuel . -7fl 1 Truss: AJ2 and Warnings before construction commence. building componentApplicability of design parameters end proper 1� 2.254 compreselon web bracing mux be installed where shown+. Incorporation of component k the rasponxbAny of the building designer. / q 7 i 4 2." �-•!.. 0ly during construction Z.Design eawmee the top end bottom chords to be laterally bncotl at 3.Additional temporary bracing to insure etabi1,...4/3 /�, le )VK the rasponsiblety of me eredor.Additional permanent bracing of continuous 2 o c.and et 1 P htrg such as ply wood s rid throughout n melt length) WI "` �� DATE: 4/10/2017 the overall structure is the respnnibNBy of the building designer. 3.2<Impact bridging such as plywood reshquired sennet dryweA(BC). rf„"•rDl dg gar th lateral bradnp required nsspe xrown++ SEQ. : K3059592 4.Na bad should be applied laany component until agerall bracingand 4.Inatalktbnoftruss latheresponsibility suseofinerespectivecontractor . fasteners are compels and at no time should any loads greater than 5.Design assumes trustee are to be used in a non-carroxw environment, TRANS I D• LINK design load.W applied to any wmponem. and are for contlnion••of use. 5.CompuTme has no control over and assumes no responsibility for the 8.Design assumes NA beadng at all supports shown.Shim or wedge if C5/[]I p [s.. .{a]/i] y/)(y 7, febnatlon,handling,shipment end installation c/components. ry' L//lS I� fl t3 I L/\7 fLU 7. drainagePexgnassumes adequate k prsls,an April 10,2017 8.This design is furnishedfurnishedcaged to the limitations set forth by 8.Plates shell be located an both feces of truss,and pieced so meh center TPVWTCA In BCSI,coples of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate Sze of plate In Inches. MiTek USA,Inc./CompuTrue Software 7.6.8(1L}E 10.For bask 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 22'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Nob-Rep) 1- 2=( 0) 68 2- 9=(-530) 2802 3- 9=( -118) 244 BC: 2x6 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-3723) 756 9-10=(-389) 2929 9- 9=( -238( 1272 WEBS: 2x9 KDDF STAND 3- 4=(-3601) 763 10- 8=(-326) 1859 9- 5=( -205) 909 LOADING 4- 5=(-2897) 646 5-10=(-1145) 302 TC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1814) 408 6-10=( -206) 1111 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 473 10- 7=( -152) 207 TOTAL LOAD= 42.0 PIP 7- 8=1-2486) 476 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PIP Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0".TO 7'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -580/ 2858V -132/ 140H 5.50" 4.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -306/ 1755V 0/ OH 5.50^ 2.81 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I,, REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. p.OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 LL DEFL = 0.052^ @ 7'- 7.9" Allowed = 1.079" MAX TL DEFL = -0.117" @ 7'- 7.9" Allowed = 1.439" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.017^ @ 22'- 0.5" MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5" 7-11-11 6-06-10 7-11-11 Design conforms to main windforce-resisting T f T T system and components and cladding criteria. 4-00-09 3-11-02 3-03-05 3-03-05 3-11-02 4-00-09 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 12 T +5980 f T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 9.00 M-6x8 M-4x6 Truss designed for wind loads 7 4 M- • 5 x9 Q 9.00 in the plane of the truss only. Ail FIA M-1.5x3 M-1.5x3 3 7 ...N. ....0 ' o MN o1 -f- ,: .� 1 o M 3x8 0.25" 0 *e 1 M-7x8(5) M-3x8 =m-4x4 y 16560 O n6 ryr 7-07-15 7-02-03 y 7-07-15 y ,*1(, lJ r(lV7'ri6:9, y1-00y 22-06 y ��� �G(NR /� � 2 ,c- 89200PE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - B1 Scale: 0.2754 i10 .• �*"�" WARNINGS: GENERAL NOTES, unless otherwise noted �aRE..7OiV `. Truss: F3I 1.Builder and erection contractor should be advised of all General Notes 1.This design Abased only upon the parameters shown end Is for an Individual 'j74 46, and VYamings before construction commences. building component AppNablldy of design parameters and proper A 2.2a4 compression web bradng must be installed where shown+, Incorporellon of component Is the responsibility of the building designer. L4)- ,y f\\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes(he Eop and bottom chortle to be latently brsad al 14 (�V�y,�.. is the responsibility of the erector.Additional 2'o.c.and et t O ex.reepedNely unless braced throughout their length 1� 4/10/2017 permanent firedog of continuous sheathing such as plywood sheathing(TC)antller drywall(BC). '!"6721R11-.\- DATE: ' Me overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K3 0 5 9 5 9 3 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.ledge assumes trusses are to be used Ina noncerroste environment, TRANS ID: LINK design loads be applied to any component. and ars tnt dry condition"of use. S.CompuTnn has no control over and assumes no responsibility for the 6.Desitin amines full bearing el all supports shown.shim or wedge if EXPIRES:. 12/31.12017 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 8.This design is furnished subtest to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 10,2017 TPIMTCA in BCBI,copies of whkh will be furnished upon request. lines coincide with joint center linea. MiTek USA,Inc./CompuTrus Sortware 7.6.8(1L}E B.Digits indicate size of plate in inches. 10.For basic connector plata 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/Cpl=1.00 TC: 204 (DIP #1c.BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 101 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 = '}2.0 PIP 0'- 0.0" -34/ 402V -55/ 165H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 POE Ground Snow (Pg)I 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL kROVIDE FULL BEARING;Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" f MAX TC PANEL TL DEFL = 4.8" Allowed SEASONED LUMBER INDRY SERVICE CONDITIONS 3 � MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 . MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 (° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, 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. u7 0 0 .-t v 0 1 0 1 M-3x4 l 1-00 l 6-00 l ��� PRppps tcrC\�� C�1 N �`9 ,a, 4 89200PE r° JOB NAME : POLYGON 3410-D NH LOT 139 NRT - AJ3 ,, Scale: 0.5226 • Cr WARNINGS: GENERAL NOTES, udees otherwtec noted. 1.Builder and erection contractor should be advised or all General Notes 1.This design b based only upon the parameters shown and is for an Individual J� OREGON A yam.- Truss: AJ3 end Warnings before conatnrdloncommences. building component Applicability of design paremetereand proper -��41 �, ��3�4t 2.204 compression web bracing must be installed where shown. incorporation f component la the roepon5AUI9 of the bulking tlealgner. 41114 3.Additional temporary bracing to Insure stability during construction 2 Design m p ane bottom chords to be l.icrely braced at ,ry,Q` is mereresponsibility of the credo,Additionalpermanent bracing of 2nynuou tea ch cc plyoodshess aced(TC)an utr eir length dryvall(Bby L"`1F I'=+ L' app 2 o s.and sheathing s.cg.uch as plywood shcathltg(rougho/pr tlryweit(BC). • iy',R -- DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or%feral bracing required where aloon u s SEQ.: K3059594 4.No load ecsuid be applied easy sstnpunsnt 0,01 after at bracing and 4. llatinofwmIsththeresponsibility l to be used e^apadivivec contractor. fasteners are complete and at no sine should any loads greater than Design assumes TRANS I D: LINK design loads be applied to any component. end ere aawmes�ndmon'ng use. supports wedge ❑C{+ s.compuTr"a has no control over and assumes no reeponalbllly kr the 6.led NB pearit I su ria shown.Shim or wad i/ EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 �a 8.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of boss,and placed so their center TPUWICA in SCSI,copies of which will be furnished upon request. lines coincide with:mot center lines. 9.Digits indicate size o'piste in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E II.For basic connectorpiete design values see ESR-1311,ESR-1988(MRek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.4" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-191) 171 3-4=(-102) 46 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" -24/ 377V -67/ 196H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -209/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.4" -85/ 40V 0/ 0H 1.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP PROVIDE FULL BEARING;Jts:2,5,3,9I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 --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" 0 MAX TC PANEL LL DEFL = 0.064" @ 2'- 9.2" Allowed = 0.459" MAX TC PANEL TL DEFL = -0.063" @ 2'- 11.9" Allowed = 0.689" 12 3 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 1:77MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" A MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of load duration factor-1.6, o If Truss designed for wind loads o in the plane of the truss only. it, 0 ti c fl 0 ► 5-/ 0 1 M-3x4 y y y ���tO P R OF�Css 1-00 6-00 1-03-07 �c�5 t. #9 /o„ ' 89200PE r.' JOB NAME : POLYGON 3410-D NH LOT 139 NRT - AJ4011° Scale: 0.4995 ,.LA 1.WAiNGS: GENERAL NOTEunless on the otherwise 7 ""7 OREGON '' 1.Builder and erection ec onus r on co be commence., advised of all General Notes 1. design Is based only upon the parameters Mawr and la for an Individual �I till LT1J1 V A'(f Truss: AJ4 and Warnings before sonshudion oommenvel building componentApplicability of design parameters end proper rr 2.2,4 compression web braohrg must be Installed where shown+ Incorporation of component is the roeponabllhy of me building designer. �` { 2"- '{'- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chortle to be laterally braced et 1 ,,w ngth by la the responsibility of the erector.Additional permanent bracing of 2 ntinc.and sheathing in mLch as ply unod s braced(TC)an W,hely al(B). (��IR IO- DATE: VV'1 continuous oei:eh l h acinplywg a where s own 4 erywel(BC). ay 4/10/2017 the overall structure is the responsibility of me building designer. 3.2s Impact bddging or la,erol bracing required where shown SEQ.: K3059595 4.Noised ahead be applied Is any serrponent antI den all b,adng and 4.Installation of truss la the responsibility of the respedive contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroskve environment, nt. end are for"dry condition-umes full bearing at au supports shown.Shim or wedge if of use. TRANS I D: LINK design raploads be applied to any component. 6.Design ass 5.CompuTrus hes no control over and assumes no responsibility for the ne�aaary. EXPIRES: fabrtnatbn,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. Apra .l I 1 0,201!7I RES. 12/31/2017 H.This design is fumielted subject to the limitations sat forth by B.Plates shell be basted on both faces of Cues,end placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with point center lines. 9.Dish Indicate sire of plate in inches. MiTek USA,Ino./CompuTfus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1HBTR LOAD DURATION INCREASE = 1.15 ' 1- 2=) 0) 68 2-11=(-276) 900 3-11=(-165) 146 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1234) 438 11-12=(-235) 871 11- 4=(-107) 373 WEBS: 2x4 KDDF STAND • 3- 4=(-1057) 427 12-10=(-288) 905 11- 6=(-180) 198 LOADING 4- 5=( 0) 0 6-12=(-178) 141 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 33.0 PSF 4- 6=( -786) 383 8-12=(-125) 374 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 18.0 PSF 6- 8=( -786) 375 12- 9=(-171) 164 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 ________________________ ___________= 8- 9=(-1058) 429 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1236) 449 ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------- -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -229/ 1065V -133/ 141H 5.50" 1.70 KDDF ( 625) ** For hanger specs. - See approved plana AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 6.0" -183/ 994V 0/ OH 5.50" 1.51 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I 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 = 0.025" @ 11'- 3.0" Allowed = 1.079" MAX TI. DEFL = -0.040" @ 11'- 3.0" Allowed = 1.439" 9-11-11 2-06-10 9-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS .' 1 I/ q MAX HORIZ. LL DEFL = 0.010" @ 22'- 0.5" 4-00-09 3-09-01 2-02 1-03-05 2-02 3-09-01 4-00-09 MAX HORIZ. TL DEFL = 0.016" @ 22'- 0.5" 1-03-0g Design conforms to main n windforce-resisting system and components and cladding criteria. 8-00 8-00 1. '' 5 7 4 I Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS'(Dir), 9.00 9.00 load duration factor=1.6, M- in Truss designed for wind loads M-9x6 in the plane of the truss only. 4 M-3x4 �O 6 OHO • M-1.5x3 M-1.5x3 3 • p O i = 12 ` a 11 " *10 0 o M-3x4 0.25 M-3x8 M-3x4 0 M-7x8(5) y y y y `� �S7-07-15 7-02-03 7-07-15 ` E� j y • y '� \a 1"1-00 22-06 � -17 89200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT B2 �a!� ,� Scale: 0.2509 WARNINGS: GENERAL NOTES, unless othereAsenoted OREGON �" 1.Builder and erection contractor should be advised of all General Notes 1.This design is basedOnly upon the parameters shown and is for an individual OREGON 1,7 1 VA*_ '� Truss: B2 and Wamhps before construction commences. building component.Applicability of design parameters and proper -a"'1 \N y 2.2a4 compression web brsdng must be installed where shown*. Incorporation of component Is me responsibility of the bulking designer. f11 7�` 14 o ^'`"" 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the rop end bottom chords to De Ieterslty braced at tV! � Is the responsibility of the erector.Additional permanent bracing or T o c and et i0 o a kespedlvaty unless braced throughout their length by ,. �Fi`10- DATE: 4/10/2017 the overall structure is the re eibq f the building designercoImpact siroatgl s such as plywood tdyrere sown•drywaA(BC). ,L.77 span My o 9 3.2a Impact ahsatg di Is ch s bracing sheat where shown•and/or« SEQ.: K3059596 4.No load should be applied teeny oomponent until aRer alt bracing and 4.Insgatkn of truss la the rowkotibuesy of the nedlvivaw.nnactor. ret, fasteners are complete and at no time should any loads greater than Design assumes design keds be apWled to any component. and are f "dry condition'of use. TRANS ID: PINK8 5compaTuaMe wmdrolover and assumes norseponabnty for the .Designary.assumes fug ueadngatall supports shown.Shim orwedge if EXPIRES: 12/3112017 fabrication,handling.shipment and Installation of components. T,Design assumes adequate drainage is provided. April 1 0,20 1 7 8.This design is n)mlehed sublace to the limitations set forth by B.Plates shall be lout.on both faces or truss,and placed so their ceder P TPWVTCA in BCSI,copes of which wW be fumbhed upon requestlines coincide with joint center linos. B.Sigh Indicate size of plate in inches. MITek USA,Inc./COmpuTrns Software 7.6.8(1L)-E 10.For basic connector pe's design values see ESR-13/1,ESR-1OB8(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 39-00-00 HIP SETBACK 8-00-00 FROM END WALL INC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1562) 5593 13- 3=( -240) 925 8-20=(-2001) 849 2x6 KDDF 01EBTR T2 2- 3=(-7271) 2077 13-14=(-1344) 4516 13- 4=( -203) 1216 9-20=( -436) 1793 BC: 2x6 KDDF ft16BTR LOADING 3- 4=(-6598) 1990 14-16=(-1878) 5729 4-14=( -296) 134 20-10=( -126) 251 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg; 4- 5=(-5309) 1772 15-17=( 0) 0 14- 5=( -536) 2084 2x9 DF 2400E A; TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4271) 1965 17-18=( -66) 198 14- 6=(-2145) 904 2x9 KDDF O5&BTR B TC UNIF LL( 125.0)+131,( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5724) 2070 18-19=(-1811) 5535 6-16=( -59) 679 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 26'- 0.0" TO 39'- 0.0" V 7- 8=(-5080) 1843 19-20=(-1633) 5041 17-16=( 0) 144 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 39'- 0.0" V 8- 9=(-3800) 1313 20-11=(-1107) 3677 16-18=(-1747) 5367 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1584 16- 7=( -117) 278 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4870) 1558 18- 7=( -400) 384 -- - TC CONC LL( 466.7)+DL( 130.7)- 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 7-19=( -733) 292 NOTE: 2x4 BRACING AT 24"OC UON. FOR 19- 8=( -115) 749 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -- - - -- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 825) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX IL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.244" @ 17'- 4.5" Allowed = 1.659" MAX TL DEFL = -0.407" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed= 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.125" 0 33'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 f2-07-04 2-05-11 2-10-12 4-01-13 5-03 4-08-03 3-11-10 3-11-12 3-11-15 Design conforms to main windforce-resisting 1 I ♦597^300 ) 597.300 ,1 system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x10 M-5x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 6 M-3x8 M-3x8 =M-4x4 'j9.00 6 7 8 load duration factor=1.6, X 1/1\ N111010x1No Truss designed for wind loads in the plane of the truss only. Mp: z'M-5x12o poi /��j l 14 == 19 1/ M-7x10 M-4x8 0l is 17 le 19 20 2 0 0 o M-7x10 M-4x12 0.25" M-3x10 M-3x10 to M-3x4+ M-1.5x3 M-7x8(5) a 3.75 M-3x4+ 12 l y l le l v l l l 2-05-08 5-01-01 3-06-151�1-12 4-11-08 4-06-07 4-08-03 7-06-09 y yy y y y� n p 1-002-05-08 8-08 1 y 22-10-08 1-00 cj��"�� IN F�c0A, l l 12-01-08 1-00 21-10-08 ,, 1 sic\ t '4 s. �. 1-00 34-00 1-00 ' $9200PE yr JOB NAME : POLYGON 3410-D NH LOT 139 NRT - C1X -..:+ /,',,:.: Scale: 0.1733 • [�''` WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �r^ I.Builder and erection contractor should be advised dal General Notes 1.This design N based only upon the parameters shown and Is for en individual a 1111 C.lU7 '(/ Truss: C1X and Warnings before construction commences. building component.Applicability of design parameters and proper ,L%Y jk 2.204 compression web bracing must be installed where shown. Incorporation of component Is the responsibility of the building designer. /0 1 4 2-C) �-�.�` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be throughouty their et V Is me reaponsiMMty of the erector.Additional permanent bracing of 2 c.c.and at l0 o.c respecthely unless braced their length by DATE: 4/10/2017 the overall struGure is the ro sibp r the building designer. 2rlmpacts sheathing such as aGng repNwood aired in ere s ownand/•arywal(Bc). 4 •any mY° 4.In Impact bridging or eralbroGngry of the whereshown.. SEQ.: K 3 O S J S 9 H 4.No bad should be applied to any component until alley all bracing and 4.Designtion of truss is the responsibility of the respective coetredor. fasteners are complete end at no time should any loads greater than 5. assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for'idly condition'ofuse. 5.CompuTrus has no control over and assumes no responsibility for the S necessary. assumes rd bearing at all supports Mown.Shim or wedge m RES: f)/e] (I')(i 7. fabrication,handling,shipment and installation of components, ry' EXPJ11�.IR GI 17 /C:ll IL This design Is furnished subject to the limitations set forth7.Designacsumeloadeduoteothi face is provided. April .l 0rayo g I by B.Plates coincide be located center both faces of coma,and placed so their center P I L TPWJTCA in SCSI,copies of which will be furnished upon request. Digitsgit comae with)ofpat in inches. MiTek USA,Inc./Com uTrus Software 7.6.8 1L E o8.Forb indicate consiznector r piste a ign vat P ( )' 10.For bask connector plele design velums see ESR-1371,ESR-1888(MRek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 GIRDER SUPPORTING 10-00-00 FROM 0-00-00 TO 11-00-00 IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1070) 5622 13- 3=( -114) 950 10-19=(0) 130 BC: 2x6 KDDF ((14BTR 2- 3=(-7340) 1506 13-14=(-1068) 5610 3-14=( -480) 166 WEBS: 2x4 RODE STAND LOADING I 3- 4=(-6592) 1428 14-15=(-1050) 5792 14- 4=( -774) 3616 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5234) 1184 15-16=( -850) 5162 14- 5=(-2420) 500 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'-'- 0.0" TO 34'- 0.0" V 5- 6=(-5882) 1312 16-17=( -850) 5162 5-15=( -412) 2222 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 11'- 0.0" V 6- 7=(-3834) 828 17-18=( -556) 3764 15- 6=( -386) 1402 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 34'- 0.0" V 7- 9=(-3312) 724 18-19=( -516) 3376 16- 6=( 0) 492 --- --- 8- 9=( 0) 0 I9-11=( -516) 3376 6-17=(-2214) 498 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 3392.0 LBS @ 11'- 6.0" 9-10=(-4204) 856 17- 7=( -310) 1724 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-4426) 790 7-18=(-1958) 410 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 68 9-18=( -438) 2272 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 18-10=( -210) 200 OVERHANGS: 12.0" 12.0" 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) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN 0'- 0.0" -1127/ 5353V -195/ 195H 5.50" 8.56 KDDF ( 625) 34'- 0.0" -577/ 3102V 0/ OH 5.50" 4.96 KDDF ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" "" CONNECTION/HANGER MUST BE ABLE TO TRANSER MAX LL DEFL = 0.090" @ 11'- 7.7" Allowed = 1.654" CONCENTRATED LOAD EVENLY AMONG BOTH MEMBERS. MAX TL DEFL = -0.206" @ 11'- 7.7" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-09-09 MAX HORIZ. LL DEFL = -0.026" @ 33'- 6.5" ,-1 MAX HORIZ. TL DEFL = 0.063" @ 33'- 6.5" 9-11-11 13-05-10 10-06-11 f f f f Design conforms to main windforce-resisting 5-02-05 4-09-06 1-04-09 5-07-12 5-07-12 0-09 4-07-05 5-02-05 system and components and cladding criteria. f f T T T ' T '' T T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' load duration factor=1.6, 12 M-5X8 M-3x48 M-4X6 12 Truss designed for wind loads 9.00 17 q M-3x5 M-3x8 • a 9.00 in the plane of the truss only. 5 6 wwoot M-3x4 M-3x4 3 + + 0 o O ti .11". $ rah w u ,,may $ 4. se ,••,,o 1 13 19- 15 16 17 18 19 `I o l 0.25" M-3x4 M-3x8 M-1.5x3 M-3x5 to o M-3x8 M-1.5x3 M-3x8 M-6x8 M-7x8(S) lrC��� Y 's13392# NE S Jr ), /, /, )' , , .1 \S ! 5-00-09 4-07-05 1-11-13 5-04-04 5-04-04 1-11-13 4-07-05 5-00-09 c 6 ! . Jry Jr Jr 1-00 34-00 1-00 89200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT C2GIRD ,,. Scale: 0.1858 WARNINGS: GENERAL NOTES mese othendsanoled OA"3::0•K) /a� 1.Builder and erection contractor should be advhed of al General Notes 1.This designh based only upon the parameters shown and is for an individual F4. !ll7 GG WW vV�)VY `e(7 Truss: C2GIRD and Warnings before conabudion commences. balding component Appllc bully of design parameters and proper incorporationf p nest is the responsibility of the building designer. '�/1 Al7 f A 2-O "�'" ..- 2.2s4 compression web bracing must be installed where shown 4. t: 2.Design m thetop and bottom chortle to los Islerelly braced et v 1"Y .(� 3.Additional temporary bracing to insure stability during construction T a.c.and 11 P .c reaps tcety unless bread throughout their length by �''v \ { `ors. Is the responsibllS of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TG)endlor drywal(BC). (� " �,L� DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown o u SEQ.: K3059600 4.No load should be applied to any component until after all bracing and 4.Installation of sisthe raesposibiliyyd to oespedivvs contractor. fasteners are complete and at no time should any bads greater than and grass"dry losess re tousbe TRANS ID: LINK design loads be applied to any component 6.Design assumes NX basting at al supports shown.Shim or wedge if EXPIRES: S 5.CompuTnu has no control over and assumes no responsibility for the necessary, EYl P RLS. 12/3.112017 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 8.This deeln is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNWICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Nits indicate she 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-7888(Wok) t This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 i 1- 2=1 0) 68 2-12=1-383) 2159 12- 3=1 0) 331 8-18=1-113) 635 BC: 2x9 KDDF 91&BTR SPACED 29.0" O.C. 2- 3=(-2848) 584 12-13=(-271) 1630 12- 4=(-138) 618 18- 9=1-221) 212 WEBS: 2x9 KDDF STAND 3- 4=1-2564) 627 13-15=(-206) 1599 4-13=1-321) 203 LOADING 4- 5=(-1832) 493 14-16=1 0) 0 13- 5=(-211) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1411) 444 16-17=1 -9) 58 13- 6=(-529) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1595) 493 17-18=1-236) 1632 6-15=1 -48) 316 TOTAL LOAD= 42.0 PSF 7- 8=1-1299) 429 18-10=(-316) 1931 16-15=1 0) 82 8- 9=1-1719) 960 15-17=1-229) 1585 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1941) 479 15- 7=(-159) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 68 17- 7=1 -78) 138 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 7-18=(-507) 162 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. OVERHANGS: 12.0" 12.0" 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" -227/ 1542V -196/ 196H 5.50" 2.47 ROOF ( 625) 34'- 0.0" -227/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.092" @ 17'- 4.5" Allowed = 1.654" MAX TL DEFL = -0.154" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 9-11-11 14-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" f2-07-04 3-06-05 3-10-02 2- 01-13 5-03 6-07-13 '' 4-10-11 5-01 Design conforms to main windforce-resisting f ' 1 ' 1' ' T , T '1 system and components and cladding criteria. 12 M-4x6 M1-4x6 12 Wind: 140 h, h=22.9fTCDL=9.2,BC OL=6.0, ASCE 7-10, 9.00 5 M-3x4 M-3x8 9,00 6 7 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), INN .•., // io M-3x4+ o M-5x8 M-5x6 0.25" M-3x5 l o . 3.75 M-3x4+ M-1.5x3 M-5x8(S) 12 1- 1- 2 l l 11:p112 1. y y 2-05-08 7-02-07 1-05-09 4-11-08 7-01-05 9-07-15 1-00 2-05-08 8-08 y 22-10-08 1-00 � ��[ PRpp. l l ) l ON NGINE� /O 12-01-08 1-00 21-10-08 '4 ,o, 1-00 34-00 1-00 9200 P E 9r" JOB NAME : POLYGON 3410-D NH LOT 139 NRT - C2X Scale: 0.1727 WARNINGS: GENERAL NOTES, unless ontheparametnoted: +C}REG©N 1.Builder and s be on contractor should be advised den General Notes I.This design Is based only upon the parameters shown and Is for an individual R f' w Truss: C2X and Warnings before construction commences. building component.Applicability of design parameters and proper s 2.204 compreseon web bracing mast be installed where shot",+ Incorporation of component is the responsibility or me building aeaigner. I Al r {/� 2-© - 3.AddEsnaltem bracingw Insure stab during2.Design end t'me tap and bottom chords to be laterally braced at Q �` 1 4 W tory NY construction 2 o c. at ea o c.rsuch as sly unless braced throughout their length by 'y,� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as phwood sheat hh(TC)and/or drywall(BC). "y� 1`:]'t DATE: 4/10/2017 (ha overall MrucWre b the responsibility of the building designer. 3.2a Impact bdd I •a i a. w truss or lateral bracing required where shown++ SEQ. : K3 0 5 9 6 O 1 4.No load should be applied to any component until after all bracing and 4.mstaNation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any wads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of uee. 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes lull beadng at all supports shown.Shim or wedge If r�EXPIRES: 12/31/2017 fabncatwn,handling,shipment and tnatallatwn of components. 7.Design assumes adequate drainage is provided. April 10,20.f 1 7 8.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TRBWTCA in BCSI,wples of which MI be furnished upon request. lines coincide with Joint cedar lines. MITek USA,Inc./Com uTrus Software 1 7.6.8 L B.Digits incite.size of plate In inches. P ( )-E 1 D.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 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 : 1- 2=( 0) 68 2-10=(-227) 1549 10- 3=( 0) 250 BC: 2x9 KDDF 414BTR SPACED 29.0" O.C. 2- 3=(-1981) 925 10-11=(-228) 1543 3-11=(-368) 203 WEBS: 2x4 KDDF STAND 3- 4=(-1602) 464 11-12=(-161) 1390 11- 4=(-140) 607 LOADING 4- 5=(-1185) 438 12-13=(-161) 1390 11- 5=(-403) 102 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1185) 438 13-14=(-263) 1960 12- 5=( 0) 285 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1602) 464 14- 8=(-262) 1962 5-13=(-902) 102 TOTAL LOAD = 42.0 PSF 7- 8=(-1981) 429 6-13=(-140) 607 8- 9=( 0) 68 13- 7=(-368) 202 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------- 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) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -239/ 1542V -234/ 234H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -239/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.068" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.116" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.036" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" Design conforms to main windforce-resisting 11-11-11 10-00-10 11-11-11 system and components and cladding criteria. 6-02-12 5-08-15 5-00-05 5-00-05 5-08-15 6-02-12 Wind: 190 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f ,r f f - ,( f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 Truss designed for wind loads M-4x6 M-9x6 9.00 4 M-3x8 • Q 9.00 in the plane of the truss only. 5 M-3x4 !M -3x9 3 i 0 0 et, MBA Pi7 w $ 1 - 10 11 12 � 13 19 --- I M-3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-1,5x3 M-3x5 1 M-5x6(S) 00 PRO/ k 1 ), l 1 1 y 401 NVE •• /� 1-00 6-01 5-06-15 5-04-01 34-00 5-04-01 5-06-15 6-01 1-00 Qi›. p ��'_ 89200 E JOB NAME : POLYGON 3410-D NH LOT' 139 NRT - C3 J_.y/� Scale: 0.1858 4:11111111! °11107 asomaarCC- WARNINGS: GENERAL NOTES, 'unless otherwise noted .' OREGON /r, 1.Builder and erection contractor should be advised of ala General Notes 1.This design Is based Doty upon the parameters shown and Ie bran individual �y OREGON, "V Truss• C3 and Warnings before conetrudion commences. building component.Applicability of design parameters and proper 7 N 2.204 compression web bracing must be Installed Where snows.. Incorporation of component A the responalbulty of the building designer. Lam "9}' 14 2-O -ice 3.Additional temporary bracing to Insure alabiify during constructionlie 2.Os 80 assumes the top and ba on,chorda to be laterely braced et a�.� �". RIO- Is the respondbility of the erector.Additional permanent bracing of Z a.c.end at 10'c.c nspe as elyph/wood anises braced throughout their length by r[ .:I = DATE: 4/10/2017 the overall structure Is the n stbNof the buildingsea Somiwous sheathing such as plywootl a endror dryw.A(ec). ,(y, 4+ span ity designer. 3.2s Impact bridging or lateral bradng required where shown.. SEQ.: K3059602 4.No load sheold ba eppled to any component unHI after all bnectng end 4.DOtalatosnoofI nsiieshsrro�wbS.eafth�espedrriioscntactor. fasteners are complete and at no time should any loads greater than e use. TRANS ID: LINK design toads be applied to any component. 6.andnment refor"dry NA bearingatteAw rte shown.Shim or wed If [{a 9n /!1 5.CompuTrue hes no control over and assumes no responsibility for the e assumes e PPo wedge EXPIRES: 12/31/L 017 necessary. fabcatlon, knng.shipmentandinstameeunofcomponents. 7.Design assumes adequate drainage isprovided. Aril 10,2017 6.Thissdesign Is NTIsMd subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center P TPINJTCA in BCSI,copies of which w41 be furnished upon request. tins coincide with joint center lines. 9.Digits indicate alts of plats In Inches. MITek USA Inc./CompuTrus Software 7.6.8(1L)-E to.For bask connector plate design values see ESR-1311.ESR-1888(MNek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 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) 68 2-14=(-499) 2175 19- 3=7 0) 331 BC: 2x9 KDDF #16HTR SPACED 24.0" O.C. 2- 3=(-2848) 727 14-15=(-381) 1693 14- 4=(-150) 620 WEBS: 2x4 KDDF STAND 3- 9=(-2564) 758 15-17=(-338) 1594 4-15=(-321) 179 LOADING 4- 5=(-1832) 619 16-18=7 0) 0 15- 5=(-244) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF 5- 6=( 0) 0 18-19=7 -13) 58 15- 7=(-531) 222 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PDF 5- 7=(-1411) 534 19-20=(-361) 1632 7-17=7 -54) 331 TOTAL LOAD = 42.0 PSF 7- 8=(-1595) 601 20-12=(-401) 1431 18-17=7 0) 82 8-10=(-1299) 511 17-19=(-350) 1585 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PDF Ground Snow (Pg) 9-10=( 0) 0 17- 8=(-176) 82 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1719) 576 19- 8=7 -78) 138 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1991) 590 8-20=(-518) 182 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=7 0) 68 10-20=(-122) 635 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-01-13 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100- I( I MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 11-11-11 10-00-10 11-11-11 MAX LL DEFL = -0.092" @ 17'- 4.5" Allowed = 1.654" MAX TL DEFL = -0.154" @ 17'- 9.5" Allowed = 2.206" T 1' MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 2-07-04 3-06-05 3-08-01 2-02 5-03 4-07-13 2-02 4-08-11 5-01 MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" f '1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10-0010-00 ` f f f MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" 12 M 63x4 9 12 9.00 7 M-9x6 Q 9.00 Design conforms to main windforce-resisting Ni-9x6 system and components and cladding criteria. 5 M-3x8 0 7 8 e V mu t$' Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3X9 Truss designed for wind loads 4 in the plane of the truss only. M-1,5x3 + 1 M-1.5x3 / 3 O ,M-4x4 co a�a • o 1 r14 15 i••••• M-5 x 1 0 o M-3x8 16 18 1199 20 3 0 o � M-3x4+ o M-5x8 M-5x6 0.25° M-3x5 0 M-3x4+ M-1.5x3 M-5x8(S) ..3.75 , .k 12 , 1-01- 2• y , )' 2-05-08 7-02-07 1-05-09 4-11-08 7-01-05 9-07-15 1-00 2-051-08 8-08 l l 22-10-08 1-00 �4. �'`� ��Ss/ 12-01-08 1-00 21-10-08 C • �� qi 1-00 34-00 1-00 ..c- 89200PE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - C3X �. Scale: 0.1727 _,+ WARNINGS: GENERAL NOTES, unless otherwise noted: -7 OREGON / 1.Builder and erection contractor should be advised of at General Notes 1.This design b based only upon the parameters shown and is for an individual f f OREGON V�V vo "aJ Truss: C3X and Warnings before construction commences, building componentApplicability of design parameters and proper a'"/ �}y_ �� © N y 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. -7 1+ ^'`"' 3.Addg6nal temporary bracing to Imre stability during construction 2.Design assumes the top and bottom charts to be latetally braced el /s is the responsibility of the erector.Additional permanent bracing of T continuous and at 10 o.c.much as sly unless braced throughout their length by 448' R,1 t-'- 5�J DATE: 4/10/2017 the overall structure is Mere responsibility f the building designer. sheathing such as plywood cited sheathing(TC)andfor dryweg(BC). sport ity o B 3.2x Impact bridging or lateral bracing required where Mown 0• SEQ.: K3 0 5 9 6 0 3 4.No mad should be applied to any component until ager all braang and 4.Installation of truss le the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component, and ars for dry condition'of use. 5.CompuTrua bee no control over and assume.no responsibility for the 6.Dnebg assumes full tearing at at supports shown.shim or wedge If A1EXPIRES: V Pl1'.�CLa.'. a1/O1/AA 1 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 lite tJ ! J L1117 G.This design Is furnished subject to the limitations eel forth by e.Plates shall be located on both faces of truss.and placed so their center TPIV'ICA In SCSI.copies of which will be furnished upon request. line coincide with Joint center lines. 9.Digits indicate size o?plate in inches. Weft USA Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sea 158.1311,ESR-7888(MRek) . This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1:00 TC: 2x9 KDDF 1#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 9=(-210) 1513 9- 3=( 0) 293 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2- 3=(-1962) 915 9-10=(-210) 1512 3-10=(-477) 295 WEBS: 2x9 KDDF STAND 3- 4=(-1502) 458 10-11=(-123) 1096 10- 4=( -87) 457 LOADING 4- 5=(-1086) 435 11-12=(-240) 1442 10- 5=(-125) 130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1508) 460 12- 7=(-239) 1943 5-11=( -81) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1962) 415 11- 6=(-472) 245 TOTAL LOAD= 92.0 PSF 7- 8=( 0) 68 6-12=( 0) 291 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -250/ 1592V -273/ 2735 5.50" 2.47 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.077" @ 20'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.123" @ 20'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.034" @ 33'- 6.5" 13-11-11 6-00-10 , 13-11-11 MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 7-02-12 6-08-15 6-00-10 6-08-15 7-02-12 Design conforms to main windforce-resisting system and components and cladding criteria. 1212 Wind: 140 mph, h=29.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-5x6 (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), 9.00 q Q 9.00 load duration factor=l.6, /,r >t Truss designed for wind loads in the plane of the truss only. 6116... ' M-5x8(5) M-5x8(S) 0.25" 0.25" 11111 1111 111111 i A ..4; illik 0 0 111 o 1 'w 9 10 +s 11 12 +` of M-3x5 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-3x5 ( o M-3x5(S) l ).. 1 y 1 1 � � Q � y 7-01 6-06-15 6-09-15 6-05-03 7-01 y �` J. o0 16-00 34-00 la-aa i-oo ~ (��- 89200PE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - C4 .., ,,/ "'" Scale: 0.1733 ANW - �'� WARNINGS: GENERAL NOTES, unless otherwise noted: ..PeOREGON /aIn �' I I.Builder and erosion contractor should be advised of al General Notes 1.This design is based only upon the parameters Moven and Is for an Individual "G/ Truss: C4 and Warnings before construction commences, building component.Applicability of design psremetere and proper 2 2a4 compra.Aon web hissing must be installed where shown.. Incorporation of component la the responsibility of the building designer. <0 ''l' 14 2-° 3 Addeonal temporary bracing to theme stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et V Is the responelbNtyof the erector.Additional permanent bracing of col anent tenhin.such phueed bracedthroughout0,0m,holylength). /rjitiFit Y� DATE: 4/10/2017 me overall structure la the responsibility f the bundle designer. continuous sheathing suer as plywooe shoammg(Tc)armor dryweu(ec). epon Hr t g 9 3.2s Impact bridging or lateral brodng required where Mown.0 SEQ•: K3059604 4.No load.0008 be applIed to any oonnponent untIl.be,all bn.dng and 4. HationofPu sIstheeespob betyyof ago respective contractor. fasteners ere complete and at no time should any loads greater than Design assumes design loads be applied m any Component. end ere for"dry condition"of use. TRANS I D: LINK 5.compurme ha.no Control over and assumes no responsibility for the 6.Design assumes full bearing at all support.shown.Shim or wedge It EXPIRES: 12L3.112017 fabrication,handling,shipment end inetaHetlon of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished.uel.0 to the limitations set forth by 8,Plates shall be located on both feces of truss,and placed so their center April 10,201 7 TPWTCA In BCSI,copies of which will be fumahed upon request. lines coincide with loin)anter line. 9.DISCS Indicate.0.Opiate In inches. MiTek USA,InG/COtOPUT1D9 Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-1311,ESR-I988(Wet) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 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) 68 2-11=(-314) 1519 11- 3=( 0) 293 BC: 2x9 KDDF 61&BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 11-12=(-314) 1517 3-12=(-977) 232 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 569 12-13=(-155) 1096 12- 4=( -75) 466 LOADING 9- 5=0 0) 0 13-14=(-334) 1992 12- 7=(-191) 146 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD = 32.0 PIP 4- 7=(-1086) 517 14- 9=(-333) 1493 7-13=0 -73) 528 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=( 0) 0 13- 8=(-472) 232 TOTAL LOAD = 92.0 PSF 7- 8=(-1508) 571 8-14=0 0) 291 --- 8- 9=(-1962) 527 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=0 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED -- - BOTTOM CHORD CHECKED FOR A 20 PSF LIMIT'E'D STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY `_BC 2015. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM,OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 279H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -328/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) i IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.080" @ 20'- 0.0" Allowed = 1.659" ) MAX TL DEFL = -0.123" @ 20'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 15-11-11 2-00-10 15-11-11 MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" T 1' '1 'I' SEASONED LUMBER IN DRY SERVICE CONDITIONS 7-02-12 6-06-15 2-02 2-00-10 2-02 6-06-15 7-02-12 1' I I 1 T 1 f 1' MAX HORIZ. LL DEFL = 0.034" @ 33'- 6.5" 14-00 14_00 MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" '( f 5 6 f 12 Design conforms to main windforce-resisting M-9X6 M-5X6 12 system and components and cladding criteria. 9.00 7 4 7 9.00 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .0... •••••=s=4.1:: (All Heights), Enclosed, Cat.2, Exp^B, MWFRS(Dir), iv load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x8(5) k :;5x8 0.25" 1/1111111111111111111111111.11111:4:5" 141111 0 0 a 0 1 11 12 ss 13 19 0 I M-3x5 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-3x5 1 0 0 M-3x5(S) l l l .L J• l0) P R nF 7-01 16-00 6-06-15 j 09-15 6-05 08-00 7-01 ,I• Co GINE.�A si©o i 00 34-00 1-00 89200PE^ 7i JOBNAME : POLYGON 3410-D NH LOT 139 NRT - C5 • Scale: 0.1733 V °/^ WARNINGS: GENERAL NOTES, unless othenMse noted: 7 Q" O�t 44/ 1.Builder and erection contractor should be advised of al General Notes 1.This design isbased only upon the parameters.hewn and Is for an Individual 1 V po 1 A6plicabllity of design parameter.and proper Truss: C5 and Warnings before construction commences. building AH 2.2x4 compression web bracing meal be Installed where shown�. Incorpe tl f component Is the responsibility of the building designer. �,�/t '7�` {A Y1° '-k.. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda la be Ietereel braced at �.! 1 W 4 Is the responsibility of the eredor.AddBbnai permanent bracing of 2'o.c.end al l V o.c fespedNaly unlace braced throughout(heir booth by rR V� DATE: 4/10/2017 me overall structure Is Me responsibility f the building designer. cominuoue sheathing such as plywood sheathing(TC)and/or tlrywell(BC). (.� upon tty o g g 3.2a Impact badging or lateral bracing required where shown.x SEQ.: K3 0 5 9 6 0 5 4.No load should be applied to any component until Baer ett bradng and 4.Installation of truss is the responelbity of the respective contractor. fasteners are complete end et no time should any loads greater than S.Design assumes lmsies are to be used In a non.conoshre environment, TRANS I D: LINK design loads be applied to any component. and are ror cry condition"of use. 5.CompuTrue has a control over and assumes no responsibility for the 6.Design assumes NN peadng at all supports shown.Shim or wedge If EXPIRES: [)c fg//] 201 necessary. r�C//ll l�,(1C f�.J (-L- I fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be low*on both faces of truss,and placed so their center TFWVTCA In SCSI,copies of which w81 be furnished upon request. lines coincide with Joint center lines. 9.DI98s indicate size of plate In Inches. MITek USA,)no.ICompuTrus Software 7.6.8(TL)-E 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1- 2=7 0) 68 2-10=(-215) 1640 3-10=(-246)' 204 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 4=7 -60) 472 WEBS: 2x4 KDDF STAND 3- 4=(-1748) 460 11-12=(-153) 1254 4-11=(-615) 289 LOADING 4- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 42.0 PIE 7- 8=(-1946) 412 12- 7=7-246) 204 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 PSF Ground Snow (Pg) 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" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) LOND. 2: Desitin checked for net7-5 psf) uplift at 24 "tic spacina. I VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" i MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL DEFL = -0.124" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00MAX TL DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 1' 1 '1` SEASONED LUMBER IN DRY SERVICE CONDITIONS 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 ,( ,r ,r 1' f ' ' MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" MAX BORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x69.00 9.00 Q Design conforms to mai n windforce-resisting 4.0" system and componentsand cladding criteria. 5 ,f * Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(5) M-5X6(S), Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 4 iv. v� A-1.5x3 iiikM-1.5x3 ,A),INN ...., 0 00 r • c :in r'M-3x5 M-3x9 0.25" M-3x9 M-3x5 0 y y M Sx�(S) y y , , GIN k • t 8-08-03 8-03-13 8-03-13 8-08-03 y 1.5"? (°-. 1-00 34-00 1-00 89200PE. v JOB NAME : POLYGON 3410-D NH LOT 139 NRT - C61.1 • Scale: 0.1733 1!) ' WARNINGS: GENERAL NOTES, unlessothenMse noted -v. OREGON J, 1.Builder and erection conlrador should be advised of all General Notes 1.This design b based only upon the parameters shown and b for an individual v v a„... , Truss: C6 and WnrMnga before construction commences. building component.Applicability of design parameters end proper / t+ti'� 2.204 compression web bradng must be instelbtl where atone v. incorporation of component Is the reaponsibrnty of the bulMing designer. ,0 j 1�1 2 4 4 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et vJ Y. Ie the responsibility of the erector.Additional permanent bracing of 7�o c.and e11 G a.c respedwely unlace braced throughout their length by +��,��� continuous sheathing such as plywood sheething(TC)and/or dryweA(BC). DATE: 4/10/2017 the overall structure la the responsibility of the building designer. 3.2a Impact bridging or labral bracing required where shown.+ SEQ.: 13 0 5 9 60 6 4.No load should be applied to any component until after all bracing end 4.Design Installation lt o�mt ss is the m wbl»a ime^espeosise contractor. tnem, fasteners are complete and at no time should any loads greater man end are kr"dry condition"of use. TRANS I D: LINK design loads be applied to any component. 6.5.CompuTn s has no control over and assumes no responsibility for the Design assumes NA bearing at a6 supports shown.Shim or wedge If EXPIRES' 12/31/2017 fabrication,handling,shipment end installation of components. ssery. 7.Pates s assumes adequate onboac drainage to lames, April 10,2017 8.This design is furnished euged to the limitations set forth by 8.plates shall be located on bath feces of truss,and pissed so their center TP WOrCA in BCSI,copies of which w91 be Nmished upon request. lines coincide with Joint center lines. 9.Digits Indkete size of plate in inches. MiTek USA,Ina./CornpuTfus Software 7.6.8(11)-E 10.For bask connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2964) 606 1-6=(-574) 2210 6-2=( -246) 1338 BC: 2x6 KODF #l&BTR SPACED 24.0" O.C. 2-3=(-1892) 432 6-7=(-568) 2182 2-7=( -986) 270 WEBS: 2x4 KDDF STAND 3-4=( -202) 228 7-8=(-366) 1342 7-3=( -708) 3166 LOADING 4-5=( -19) 6 3-8=(-2634) 656 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 8-4=( -204) 182 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10:0 PSF TOTAL LOAD = 421.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -',-- ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN LL = 25 PSF Ground Snow (Pg) ' 0'- 0.0" -533/ 2562V -141/ 277H 5.50" 4.10 KDDF ( 625) nails staggered: ADDL: BC CONC LL+CL= 1175.0 LBS @ 2'-.' 0.0" 10'- 0.0" -820/ 3392V 0/ OH 5.50" 5.43 KDDF ( 625) \^, 9" oc in 1 row(s) throughout 209 top chords, ADDL: BC CONC LL+DL= 620.0 LBS @ 4'-: 0.0" /7(v7(\ 9" oc in 2 row(s) throughout 2x6 bottom chords, ADDL: BC CONC LL+DL= 620.0 LBS @ 6'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 9" oc in 1 row(s) throughout 2x4 webs. ADDL: BC CONC LL+DL= 1755.0 LBS @ 7'-� 0.0" an Fox hanger specs. - See approved plans ADDL: BC CONC LL+DL= 944.0 LBS @ 9'-. 0.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.015" @ 6'- 4.9" Allowed = 0.454" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MAX TL DEFL = -0.031" @ 6'- 4.9" Allowed = 0.606" #6 CONNECTION/HANGER MUST BE ABLE TO TRANSER REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. SEASONED LUMBER IN DRY SERVICE CONDITIONS CONCENTRATED LOAD EVENLY AMONG BOTH MEMBERS. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIE. TL DEFL = 0.007" @ 9'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 3-08-09 2-11-13 2-11-13 0-03-12 T 1' . .9,f Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 5 load duration factor=l.6, 9.00 7 4 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Z •• • 0r0 •zr7t rr as II® % Intik -/ 0 1.-- 6 7 **8 o M-3x4 M-1.5x3 M-5x8 M-4x8 ## ## y +1175# , 1620# +60#+1755# +944#y y 3-06-13 2-10-01 Y 3-07-01 y ' N''cliiE ��i 10-00 w 7 ' � ` •922000PE r' JOB NAME : POLYGON 3410-D NH LOT 139 NRT - CGIRD , • Scale: 0.2966 * �� WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON {a,.. 1.Bulkier end erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual 11.Jl1lll 717714JJr VVA ,.`(( Truss: CGIRD and Wamings before construction commences. building component.Applicability of design parameters and proper 4 ^` 2 2a4 compression web bracing moat be Insial ed where shown+. incorporation of component is the responsibility of the building designer. /: ;:1)''' r 1" 14 �V ..4- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be ktarelly bread et `4' � ' Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.r respectively unless braced throughout their length by �1-1 11- DATE: 4/10/2017 the overall structure is the reaponsibny of the buildingdesigner. 3.2s Impact ad bdd inuoue hing each as plywoodrequiredtsna(e shown d• rywap(BC). ir+ g p bridging or lateral bnctn SEQ.: K3059607 4.Noload should beapplied toany component until after all bradngand 5.4.Desilloeeeuion muteIssthherrs on ulsyyod,respenon-co�iv�..contractor. Fasteners are complete and at no time should any wads greater thanDesand ign ammo, ss•dry Males ere to be TRANS ID: LINKdesign loads be applied to any component. 6,Desiassumes full Learing at all supports shown.Shim or wedge if Design as 5.DompuTruehas nocomrolover and assumes noesponsibilityfor the ,,,ry. EXPIRES` 12/31/2017 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 6.This design is furnished aub)ed to the limitations set forth by 8.Plates shell be bated on both faces of truss.and placed so their anter TPbWfCA In SCSI,copies of which will be furnished upon request. lines coincide with join center lines. 9.Digits Indicate sire°idols In Inches. Mffek USA lnOCompuTrus SORware 7.6.80L}E /0,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 10'- 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) 68 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(0) 111 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 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" -77/ 269V -19/ 72H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -179/ 226V 0/ OH 1.50" 0.36 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 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. ' Ali BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002^ @ -1'- 0.0" Allowed = 0.100^ MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.010" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.017" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.139" @ 5'- 10.2" Allowed = 0.606" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" f Design conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 F77 Wind: 140 mph, h=19.9ft, 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. 3 -i rfr o I 0 I oI I O - 1 x 1:ti y 0 1 M-3x4 l 1 l 1-00 10-00 ,,,(<,,, siks0 PR0FFs�S' 4S4 17 4 :9200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - CJ1 - Scale: 0.5733 Illem, vi 4t- WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /., I.Builder and erection contractor should be advised or al General Note, 1.This design Is based only upon the parameter.+hove,and Is for en Individual AA�'_lVJ ffll GLL771J�f VV w "(j Truss: CJ1 and Warnings before construction commences building component.Applicability of deelgn parameters end proper L "s'7 N 2.2x4 compression web bracing must be Natalied where shown*. incorporation of comlMne d la the responsibility of the building designer. �(f, Al 1' 14. ° ,i. ` 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end bo=om chords to be laler.11y braced et v. Is the reapanCbilty of the erecter Additional permanent bracing of 7 o.c.and al ICY o a rasped.ply unless braced throughout their length by ('w�� DATE: 4/10/2017 the overall stmdure Is the responsith f the building de continuous sheathing or ater l bracing awg requirede Nee where)shown •r dryvmA(BC). iy ity o g signer. 3.2a Impact bridging or lateral where)a d/** SEQ.: Ed3 0 5 9 60 S 4.No load should be applied to any component until after all bracing and 5.4.DesignAion assumes trusses thhe e r�bebuaeyof d It aerreesaamove e contractor.nem, fasteners are complete and et no time should any loads greater than TRANS ID: LINK design loads be aplld to any component. and stem cry cobdnlon'o use. 5.CompuTrus has no control over sed eaeumes no responsibility for the B.Design assumes full bearing at ail supports shown.Shim or wedge if EXPIRES:. -1 2/31 201 7 eeary. .I r� lG �7I/L I fabrication,handling,e lament andrelaAatkn of componenh. 7.Dalen assumes adequate drainage is provided. Apr.' 1O,LO17 B.This deign is furnished subject to the limitations set forth by S.Plates snail be located on both faces of truss,and placed eo their center TPIM/TCA in SCSI.copies of which will be furnished upon request. lines coincide vAth joint center Anes. 9.Digits Indicate We of plate M Inches. MiTek USA,Inc./CompuTfus Software 7.6.8(1L)-E I0.For bask connector plate deign values see ESR-1311,ESR-19=8(MITeh) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. . 2-3=(-46) 92 2-9=(0) 0. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -23/ 369V -37/ 118H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -220/ 199V 0/ OH 1.50" 0.32 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PIF Ground Snow (Pg) 10'- 0.0" 0/ 85V 0/ LOH 5.50" 0.14 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. IC A,OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.018" @ 2'- 3.8" Allowed = 0.290" MAX TC PANEL TL DEFL= -0.095" @ 2'- 0.7" Allowed = 0.435" MAX BC PANEL LL DEFL = -0.025" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.185" @ 5'- 5.8" Allowed = 0.606" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 3-11-11 - MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" f f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 177 3 -/ Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Ij Truss designed for wind loads in the plane of the truss only. ko 0 I , oI 0 i o .I o MEMO9 / 1 M-3x4 l 1 y 1-00 10-00 *.c 1e4,0} pROpk-0 5? (51 VkG1 '9 /p 2 89200PE �' JOB NAME : POLYGON 3410-D NH LOT 139 NRT - CJ21011P,/�- . - Scale: 0.5108 4 10 tr WARNINGS, GENERAL NOTES, unless otherwise ,paramtenoted, '� OREGON !.(f Truss: C J2 1.Builder and erection contractor should be advised of ail General Notes 1.This design I.based only upon the parameters Moven and is for an Individual / A and Yearnings before construdmn commence.. building component.Applicability of design parameters and proper L+ N 2.2a4 compression web bracing must be detailed where shaven+. incorporation of component Is the responsibility of the building designer. fj/w. 1 4 a'>t.0\ 3 Additional temporary bracing to insure stability during conelrudbn 2.Design eawmea the top and bodom MONe to be latently braced at '4l f+ , la the responsibility of me erector.Additional permanent bracing of T o c and et id o a reapn ply unless braced throughout their length by �� DATE: 4/10/2017 the overall structure lathe reaponsibNMy of the building designee continuoust sheathing.such as plywood Meething(TC)and%or drywag(BCI. 'J,ww. , J.2i Impact bridging or lateral bracing required where Mown++ SEQ.: K3059609 4.No load should be applied to any component until after all bracing and 4.InWNatlon of hues is the responsibility of the respective contractor. fasteners are complete and at no time Mould any loads greeter than 6.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition"of use. 5.CampuTma has no control over end assumes no responsibility for the 6 Design nary ssumes NN bearing at ail supports Mown.Shim or wedge if q EXPIRES: 12/31/2017 tebrkatlon,handling,shipment and delegation of components. 7.Design assumes adequate drainage is prodded April IO,2017 6.This design Is furnished coped to the limitations set forth by 8.Plates shall be Vacated on both faces of truss,and placed so their center TPIANICA In SCSI.copies of which vAll be furnished upon request. lines coincide with dirt center Imes. MiTek USA,Inc./Com uTrus Software 7.6.8(1L 5.Diggs indicate Giza of plate in inches. p � 10.For basic connector pate design values see ESR-1311,ESR-1866(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF t1aBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-170) 221 3-5=(-287) 222 BC: 2x4 KDDF t1&BTR SPACED 24.0" O.C. 2-3=(-347) 162 WEBS: 2x4 KDDF STAND 3-4=(-101) 63 LOADING TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 72.0 PSF BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 534V -55/ 165H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg)� 5'- 10.9" -114/ 53V 0/ OH 1.50" 0.09 KDDF ( 625) 10'- 0.0" -42/ 268V 0/ OH 5.50" 0.43 KDDF ( 625) ** 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. 'PROVIDE FULL BEARING;Jts:2,4,51 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.004" @ 5'- 1.1" Allowed = 0.270" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL TL DEFL = -0.285" @ 5'- 1.3" Allowed = 0.605" 5-11-11 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4I -/ MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.2" M-1.5x3 MAX HORIE. TL DEFL = 0.003" @ 9'- 9.2" 12 .4r 4 3 1@( Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=21.4f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. e 0 0 a , 0..111111111 l .. 5 o 1 M-3x4 M-1.5x3 1 y 1-00 l 10-00 y �4\CC.C,`t F�C619 89200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - CJ3 ,, i ' e'er' ` ,�! . Scale: 0.4733 �• In WARNINGS: GENERAL NOTES, un.estotherwlse noted 7 OREGONit/it 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual AN, t4 : CJ3 and Warnings before conehudian commences. building component.Appibablliy of design parameters and proper n 2.204 compression web brewing must be installed where Mown.. Incoryonllen of component is the responsibility of the Sodding designer. i0 14 40 P 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chortle to be laterally braced at Ak Is the responsibimy of the erector.Additional 1 bracing f 7 a e.and et 10 e c rArch as ply unless braced throughout their length by �""'�X1:,1�\ permanen g o 7 o.c.a and t 13 o.cg espe as eN unless sheathing(TC)throu bout t air length b 5s DATE: 4/10/2017 the overall structure Is the responsibility MON building designer. 3.20 Impact bridging e'lateral bracing required where shown** SEQ.: K 3 0 5J 9 61 O 4.No bad should be applied is any component until after all bracing and 4.Dad lation of trunk the responsibilityld beueyd in tee respmroive e contractor.ntra fasteners are complete and at no time should any loads greater then Design assumes epee era TRANS I D: LINK design loads be applied to any component. ironment, arta are for condition.'of use. EXPIRES: 5.CompuTnts has no control over and assumes no responsibility for the 8.DesigncoNII bearing al MI supports shown.Shim or wedge if 12/31/2017 fabdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 8.Thio design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so Meir center TPBWTCA In BCS',copies of which cdl be furnished upon request. lines coincide vdth)o!nt center lines. 9.Digits indicate alas s'plate in inches. MITek USA,InciCOmpuT(ue Software 7.6.8(1L).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 TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR DDF/Cq=1.00 TC: 2x9 KDDF #1BBTR / LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF #1iBTR SPACED 24.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.96 ROOF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING;Jts:2,3,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.052" @ 4'- 9.8" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 1-11-11 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" , MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 9.00 7 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. ko .-a .-i .-i o - � >C4 M-3x4 • 1 l y 1-00 8-00 'C�`�0 PR C���rsS X40'1 NE's, <u ` 89200PE < JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J1 Scale: 0.5999 MI.Build05: GENERAL NOTES, unless on the Pe,nnsts � OREGON 46. Truss: J1 nVVand sbeon rcontractoron co be advised of ail General Notes This design 1pbased oppicaupon y o parameters armown and individualleofor anY and Warnlrge before construction commencas building component.Applicability of design parameters and proper A • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component h the responsibility of the building designer. +� /'�O 4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap and bottom chortle to be laterally braced et {�. Cy� Is the responsibility of Me erector.Additional permanent bracing of 7 e c.and at 10'o.c rospedWaly unless braced throughout their length by T- IO- DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 2Impactcontinuoua bridging g such l bs aciplyng reod uiredsheathere s evelor drywag(BC). !IR R 11 4.No bad should beapplied io 3.In Impact brloging or lateral bracing required where Maven+e !I R lr. SEQ.: K3 0 5 9 611completeany component until after all bracing and 4.Installation of mus Is the responsibility of the respective contractor. fasteners aro and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nen-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for dry eondebn.of use. 5,CompuTms has no control over and assumes no responsibility for the 8.Design assumes NM bearing Mall supports shown.Shim or wedge 11 EXPIRES: 12/31/2017 . fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S.This design Is finished eubyece to the limitations set forth by B,Plates shell be located on both faces of trues,and placed so their center April 10,2017 TPIMRCA in BCSt,ceplee of which will be furnished upon request. tines coincide with Joint center lines. MiTek USA,Inc./CompuTrua Software 7.6.8(1L}E 9.Digds indicate size of plate In inches. II.For basic connector plate design values see ESR-7317,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" ' IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-153) 194 3-5=(-252) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-318) 149 WEBS: 2x4 KDDF STAND 3-4=( -79) 37 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PIE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 533V -74/ 213H 5.50" 0.85 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 7'- 10.9" -95/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) ** For hanger specs. - See approved plans 10'- 0.0" -37/ 253V 0/ OH 5.50" 0.40 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !PROVIDE FULL BEARING;Jts:2,4,$I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 1 I MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 4 -I MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.007" @ 2'- 9.3" Allowed = 0.391" MAX BC PANEL TL DEFL = -0.285" @ 5'- 1.3" Allowed = 0.605" ,111/1 ) SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.2" MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.2" Design conforms to main windforce-resisting system and components and cladding criteria. 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=1.6, Truss designed for wind loads oin the plane of the truss only. I 0 I ko0 tilco 5 0 1 M-3x4 M-1.5x3 y lY yE0PROpt 1-00 10-00 eco t INIE .. '<- Ct :9200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - CJ4 !, - Scale: 0.4418 tt WARNINOS: OENERALNOTES nlessathe,dsenoted 7 OREGON lid 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is tor an Individual �{. ,, Truss: CJ4 and Warnings before construction commences. building component.Applicability of design perimeters and proper ttt))J r 'E '� 2.2a4 compression web bracing must be InWelkd where shown.. Incorporation of component la the responsibility of the building designer. '�" 7 1(�; �y,Q s:._ 3.Additional temporary bracing to Insure daddy during conshuctmn 2 Design assumes the Pap and bottom chortle to be laterally braced et {"lir` Is thero rielb111 of erector Addnlonot permanent f 7d.c.and at 10oc..feepedNely unless braced throughout their length by C`�+j�.�t \ V apo ty o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). I•"'rI 1.1•+ DATE: 4/10/2017 the overall structure is the responsibility of the building designer. 3.2a impact bridging or lateral bracing required where shown•• SEQ.: K3 0 5 9 612 4.No load should be applied to any component until after all bredng and 4.thstaltatlon of truss I the responsibility of respective contractor. fasteners aro complete and at no time should any mads greater then 5.Design assumes trudges are to be used In a non-corrosive environment andTRANS ID: LINK dedgnloads beapplied toanycomponent. Design for'Wry ograta 5.Compurmshasnocontroloverandassumesnorespenelbgilyforthe e.nneu fulksaln IaY,d d,Macon.Shim drwetl n EXPIRES 12/3112017 w7. r� febrkation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 6.This design is furnished subject to the limitations sat fodh by 8.Plates shall be locate on both faces of Was,and placed so their center TPIANTCA in SCSI,copies of which w411 be furnished upon request. lines coincide with Jul,:.enter lines. 9.Diggs indicate size of plate In Inches. MiTek USA Inc./CompuTrus Software 7.6.8(11)-E 10.For basic connector plate design values see EBR-1311.ESR-1966(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAR 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 80 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 = 3.2.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IrAOVIDE FULL BEARING:Jts:2r3u4 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. GOND. 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" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" 3-11-11 MAX BC PANEL TL DEFL = -0.077" @ 4'- 4.8" Allowed = 0.472" . SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 9.00 V 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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. to it o M-3x4 1 1 1 1-00 8-00 PROpx- tNGINE's.6 /0„. 89200PE • JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J2 / Scale: 0.5624le =� f WARNINGS: GENERAL NOTES, Mess noted: OREGON �/w, 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for en Individual 1J 1lll 1�7�V A_ _'W(/ Truss: J2 and Warnings before construction commence. building component.Applicability of design parameters and proper N 2.204 compression web braang must be Installed where enol.,,. incorporation of component Is the responsibility of me building designer. ii1 }- 14 r-Q� -l-. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop dna bottom chords to be laterally braced at ength by is the responsibility of the erector.Additional permanent bracing of 2coon end at hin.each plycod unless braced(TI(a throughout their si)B). j�.. IR I loV DATE: 4/10/2017 the overall structure is the responsibility of the building designer. Dr impact sheathing such as wiplyng requirede a where s over arywal(ec). apon ity g 3.Dr Impact bnaging or lateral bracing where.noun.. SEQ.: K3 0 5 9 613 4.No bed should be applied to any component until after all bracing end 4.Installation of tuns is the responsibility of the respective contractor. fasteners are complete end et no time should any Reds greater then 5.Design assumes trusses era to be used Ina noncorrosive environment. TRANS ID: LINK design loads be applied to any component. waarefor"aryconenron°miles. 5.CompnTrus has no control over and eeaumea no responsibility for Me 8.Deng assumes WA bearing at al supports shave.Shim or wedge n EXPIRES: V f'1 f'S C[`, f1/31/A/l A fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 ('1 CtJ G J17L.111 e.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 TPIM/ICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits indicate size of plate in Inches. MITek USA ins./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 68 2-6=(-47) 110 6-5=( '0) 18 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x9 KDDF STAND 3-4=( -28) 90 3-7=(-168) 76 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" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg{ 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) 8'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF (625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 201E NOT BEING MET. [PROVIDE FULL BEARING;Jts:2,4,71 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0..100" , MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" 3-11-11 MAX TL DEFL = -0.011" @ 2'- 3.8" Allowed = 0..226" 1' f MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" MAX BC PANEL TL DEFL = -0.025" @ 4'- 7.1" Allowed = 0.269" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 17 4 -, MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0"AIDesign conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 3 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �O load duration factor=1.6, o Truss designed for wind loads moimmu........._, ................._ N in the plane of the truss only. i [ m. 1 1 ..--. 1 M-1.5x4 P16 3x4 1 M-3x4 M-3x5 , 2-03-12 4-11-04 0-09 J• l y ci 1-00 2-05-08 8-00 5-06-08 pp O ::9200P • JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J2C Scale: 0.5499 WARNINGS: GENERAL NOTES, unlese otherwise noted: 7 OREGON 4,1 1.Builder and erection contractor should be advised of e®General Notes 1.This designis based only upon the parameters shown and N for an Individual OREGON C1477 V , "'{f Truss: J2C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2a4 compreaaion web btadng must be installed where shown e. incorporation of component Is the responsibility of the building designer. +�/!ti "7}." {A 3•t �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be leteraly braced et a /1.,..., 1 a'I' r_ Is the responsibility of me erector.Additional permanent bracing of T o.c.and al l P o.c.reapediveb unless bramtl throughout their length by "�R R i L". conllnuous sheathing such es plywood sheathing(TC)and/or drywal(BC). DATE: 4/10/2017 the overall structure la the reapondbNlly of the building designer. 3.2,!mind bridging or Nleral bracing required where Mown•• SEQ.: K3 0 5 9 614 4.No road should be applied to any component until after all bradng and 4.Installation of truss N the responsibility orthe respedive coMractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are M be used in a non-corrosive environment, TRANS ID: LINK design bads be applied N any component and are tec'dry,endeier'of ass. 5.CompuTnn has no control over a54 assumes no responsibility for the 8.Des0.ign assumes full bearing at all supports shown.shim or wedge If EXPIRES:. t)/ 1/ll(y 7. fabrication,handling.shipment and instegatlon of components. ry .l 17 . �.C. !l[I 7.Designassumesbe lc ed on both drainage lsprovided. April IO,20I� 8.This design is furnished coped to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center P TfI.NJTCA in BC51,copies of which will be fumished upon request. Ones coincide with joint center lines. MiTek USA Inc./Com uTrus Software 7.6.8 1 L 9.Digits Indicate size of inks m Inches. I P ( 1.For baelc cote size f pts design Inch values see ESP-1311,E513-1988(MITek) ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" i IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0168TR LOAD DURATION INCREASE = 1.15 2-3=( 0) 68 2-5=(-199) 235 3-5=(-305. 259 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-369) 170 WEBS: 2x9 KDDF STAND 3-9=(-113) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 558V -93/ 262H 5.50" 0.89 KDDF ( 625) ** For hanger LL = 25 PSF Ground Snow (Pg) 9'- 9.2" -62/ 288V 0/ OH 5.50" 0.46 KDDF (.625) g specs. - See approved plans 9'- 11.7" -78/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,91 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 9-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 ( MAX TC PANEL LL DEFL = 0.011" @ 7'- 8.2" Allowed = 0.379" 4 MAX BC PANEL TL DEFL = -0.285" @ 5'- 1.3" Allowed = 0.605" -1 SEASONED LUMBER IN DRY SERVICE CONDITIONS /1) MAX HORIZ. LL DEFL = -0.003" @ 9'- 9.2" MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.9ft, TC DL=4.2,BCDL=6.0, ASCE 7-10, 9.00 1 (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. M-1.5x3 3 cp 0 ~� o N I r Allilliii111111111111116L1111111111111111111111110S,. 0 m o = -0. 1 5 a* o M-3x4 M-1.5x3 y l y • Vit.° PR ape 1-00 10-00 �Co c3IN s,©�, w • 89200P JOB NAME : POLYGON 3410-D NH LOT 139 NRT - CJ5 Scale: 0.3769 • - . In to WARNINGS: GENERAL NOTES, unyuponthe ae. OREGON Truss: C JS 1.Builder and erection contractorshouldbe advised of all General Notes This design Is only upon y S parameters meshown and is for an individual *_ and Warnings before construction commences, balding component.Applicability of design parameters and proper N 44 ' 2.204 compression web bracing must be installed where shown 0. Incorporation of component is the responsibility of the building designer. ��/y 'I ry O� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at V 14 f+ ,pry>y�, Is the reaponstblllty al the erector.Additional permanent bracing of 7 o c and alt 0 o c.respectively unless braced throughout their length by y`. 4/10/2017 me overall structure Is the responsibility of the building designer. continuous sheathing or etch as plywood required own•tlrywaN(BC). '/ +L'S .11),-- DATE: Ni.. 3.2a Impact bridging or lateral bracing r<gmred where mown.. F SEQ.: K 3 0 5 9 615 4.No load should be applied to any component until after all bracing and 4.Installation of true"Is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-oorroske environment, TRANS I D: LINK design loads be applied to any component, sed are kr"dry condition..of uaa. �J 5.CompuTrue has no control over end assumes no responsibility for the 8 Design assumes WA bearing at as supports shown.Shim or wedge if EXP RES: 12/31/2017 necessahbncation,handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. April 10,2 1 7 8.This design h furnished subled to the limitations set forth by 6.Plates shell be located on both faces of truss,and placed so their center TPAWTCA in BCS(,copies of which nil be furnished upon request. lines coincide vAth Joint center lines. S.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTfus Software 7.6.8(1 L).E 10.For basic connector piste design values see ESR-1311,158-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=10) 0 BC: 2x9 KDDF @l&BTR SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)501) 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" -24/ 922V -55/ 165H 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 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. kOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF 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" 5-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1 '1 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3 -I MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" MAX BC PANEL TL DEFL = -0.125" @ 4'- 1.4" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 * MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 9.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1p Truss designed for wind loads o in the plane of the truss only. 0 f5 I •0 .-I LOAPFIIAMIIMMIMIIIIIIMIIMIIMIMIMIMIIIIIIIMIIIIIIII o =/ -meq 0 1 M-3x4 y y y "<c-C1/40 PR opk. 1-0o 8-00 co ‘A.GINk. :9200PE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J3 ' �"; Scale: 0.5226 40. ��• 1r, WARNINGS: GENERAL NOTES, unless otheroeenoted . "� OREGON <U Truss: J3 t and Warnings before constructionould be commencee�tl of all General Notes This norrppnesnd.only uponthe parameters design parameters end n IpMMpe n individual �// 17� �A 01 f buildingdt Applicability ist espo 1 d V^ -ate \•",. \ 2 2a4 compression web bracing must be installed where shown+. incorporation or component the responsibility of the building designer. ,/� / A 2. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bosom chortle to be is erely braced et 1.r "t �,a�! la the responsibility of the eredor.Addd anal permanent bracing of 2 o i and at ea hino.c respectively as unless braced throughout r drpeir langur) +�A IV 4Vh' continuous sheathing later l b edrrg tl sheatIn ere s ownandf0 drywaA(BC). L., 5,e DATE: 4/10/2017 the overall structure is the reaponsibNny of the Wilding designer. 3.24 Impact bridging or lateral bracing required where Mown++ SEQ.: K3 0 5 9 618 4.No bad should be applied to any component until after all bracing and 4.Installation of russ is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive enoronmem, TRANS ID: LINK design loads beapplidtoany condeasn. and e.for"dry a..supports �e / t 5.CompuTrus has no control over end assumes no responsibility for the 6.necessary NA bearingt A eu shown.Shim or wedge if EXPIRES:(� '' 't f 2�"1 fabdation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 ,i 6.This design is fumiahed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their anter TPWJIGA In BCSI,copies of which will be furnished upon request lines coincide with joint anter lines. 9.Digits indicate size of plate in inches. MITek USA,Inc.ICompuTrus Software 7.6.8(1L)-E 10.For been connector plate design values see ESR-7371.ESR-1898(MITek) I1 This design prepared from computer input by ilt 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 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF 813BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 204 KDDF STAND 3-4=( -73) 63 3-7=(-310).190 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. L. 'PROVIDE FULL BEARING;Jts:2,4,7I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f 1. MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" 4 -/ MAX TL DEFL = -0.019" @ 2'- 3.8" Allowed = 0.359" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" MAX TL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 (n' SEASONED LUMBER IN DRY SERVICE CONDITIONS .0 I 9.00 MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 0 load duration factor=1.6, e, Truss designed for wind loads 3 in the plane of the truss only. �O 11111111111111811.1.-- - maimmommimmo -aim -/ o _-m i M-1.5x4 0 0 1 MA3x4 0 M-3x4 M-3x5 l ) ) i 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 y 8-00 5-06-08 y 9` ,D PR OE. 4t' w922000PE c" JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J3C11, , . Scale: 0.4955 'Z� • / WARNINGS: GENERAL NOTES, uMessotherccee noted: ,�OREGON �J vli � 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shorn and Is for an Individual V Il C1.71,J�V tit 14.„ ",(J Truss: J3C and Warnings before construction commences building component.Appllcebildy of design parameters and proper 14 2.tae compression web bracing mud be Instated where mown. incorporation of component Is the responsibility of the building designer. '//O 49)'' 20\ P4 9.AddHlonal temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chorda to be lateraly braced at 'CJ ,rs, Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and et 10 o.c.respectively unless braced throughout their length by /11, -1:1 F.11),- j continuous sheathing such as plywood sheathing(TC)and/or drywel(80). DATE: 4/10/2017 me overall structure is the reeponslbelty of the building designer. 3.25 Impact bridging or lateral bracing required where show„•• SEQ. : 1(3059619 4.No load shouw be applied to any component until after ll bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any wads greater then 5.Design assumes trusses are to be used Inc non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition^of use. 5.Com True nes no control over end assumes no responsibility for me 6.Dee egn assumes Ng bearing at al supports Mown.Shim or wedge If spansi ply ry. EXPIRES:: 12/3.1/2017 fabncatlon,handling.shipment and installation of components. 7.Dedgnassumes adequate drainage is provided. April 10,2017 8.This design is furnished sugect w the limitations set form by a.Plates shell be located on both faces of loss,and placed so their center p TPIMTCA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTfus Software 7.6.8)1L)-E 10,For basic connector plate design values see ESR-1311.ERR-7988(MNek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF Rl&BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE IpROVIDE FULL BEARING;Jts:2,4,3I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LL..IOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 7-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" SEASONED LUMBER IN DRY SERVICE CONDITIONS () � MAX HOAIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 Design conforms to main windforce-resisting 9.00 17 system and components and cladding criteria. 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, Truss designed for wind loads in the plane of the truss only. to l4 i 1 fI 1 0 1 14-3x4 l ora s ora <c�cD PR QFFrs 89200E JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J4r,.414 �'' ,: Scale: 0.4605 WARNINGS: GENERAL NOTES, unless otherwise noted. OREGON / t Builder and erection contractor should be advised of eg General Notes t.This design Is based only upon the parameters shown and is for an Individual �/ illi C\,+1,✓ �(,V Truss: J4 and Warnings before construction commences building componentApplicability of design parameters and proper 's f x,} �0 t -�* 2.2 4 compression wee bracing mug be Installed where Mown a Incorporation of component is the responeibpay of the building designer. �714 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chortle to be laterally braced al '�. Is the responsibility of the erector.Additional permanent bracing of 7 a.c.and at 10.iso.renOr sty unless lanced throughout their length by [� ll.i DATE: 4/10/2013 the overall structure la me responsibility of the building continuous sheathing such as plywood Ghee o.itreTC)arsikr drywall(BC). apon ity g designer. 3.2s Inked bridging or lateral bracing required where sown++ SEQ.: K3059620 4.No bed should be applied to any component until after all bracing and 4.Desi Installation truss iistherrsthe stoo sibusydInthe respective contractor. shouldfasteners are complete and at no time should any bad4.s greeter than 9 assumes design bads be applied to any component. and ars for"dry condition"of use. TRANS I D: LINK 5.CompuT us has no conal over end assumes no responsibility for the 6.Design mcessaassumes Ng bearing at all supports sown.Shim or wedge If EXPIRES: ES' d 2 f31/201 7 fabrication,handling,shipment and inetelation of components. 7.Design assumes adequate drainage is provided. April 10,2017-I(1 C13 ILI�7 (L- 1! 6.This design Is furnished tabled to the limitations set fonh by B.Plates shall be located on both faces of truss,and placed se their center TPINJICA In SCSI,copies of wfilch will be furnished upon request. lines coineide with joint center lines. s. indicate size f plate In Inches. MITek USA Inc.JCom uTrus Software 7.6.8 1L}E 10. For bask connector plate design values see ESR-1311,ESR-1983(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 6B 2-6=(-230) 310 6-5=( 0) 18 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 5-7=91 2-3=(-412) WEBS: 2x4 KDDF STAND; (-350) 968 5-3= 0) 69 204 RIDE STUD A 3-4=(-122) 92 3-7=(-482) 361 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 HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSE Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,7,9I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" 7-11-11 MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" 1 1' MAX TL DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" 9 -,, SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" �( MAX HORIZ. TL DEFL= 0.030" @ 7'- 3.0" 12 I: Design conforms to main windforce-resisting 9.00 I system and components and cladding criteria. I 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=1.6, Truss designed for wind loads ti in the plane of the truss only. I co 0 i M-4x6 3 111114 B -E 2-,,. M-1.5x9 o ► 6 cv 1 M-3x4 M-3x4 0 M-3x5 l l l l 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 y 8-00 5-06-08 y �� NG1111ES,. % `c' :92OOPE r" JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J4C ---119,:e . Scale: 0.4065 WARNINGS: GENERAL NOTES, deupothenpee noted: •, OREGON t. �4.' Truss: J 4 C 1.Builder and erection contractor should be advised or as General Notes 1.This designla based p upon the parameters shown and la for an Individual L and Warnings berme construction commences buntline component.Applicebllny of design parameters and proper 2.204 compression web bracing must be installed where shown 0. Incorporation of component h the responsibility or the building designer. �/\ ry Q� 3.Additional temporary bracing to insure eleblllly during construction 2.Design assumes the lop and bottom cholla to be laterally braced et �.l ,a 14 !L+- Is the responsibility of the erector.Addnlonal permanent bracing of 2'continuous0.0.end at 10 a.c.Yeapecthety unless braced throughout their length by //,� � k� DATE: 4/10/2017 the overall simduro is mere alba sheathing such as plywood sheathing(TC)and/or drywall(BC) 'e7 responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown++ SEQ.: K3 0 5 9 621 4.No load should be applied to any component until after all bracing and 4.Installation of truss isthe responsibility of respective contractor. fasteners are compete and at no time should any loads greater man 5.Design assumes trustee ere to be used Ina non-wnoene environment, TRANS ID: LINK design leads be applied to any component. and are for"dry aondnlon^oruse. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes toN bearing at an supporta shown.Shim or wedge If EXPIRES: 1yy r hyo 7. fabrication.handling,shipmentcomponents. �Ce�ry. .I .IL! L a0 the limitations set forth by 8.Plates shall be located on both races of truss,and placed so their center TPLMTCA In SCSI,copies of which will be furnished upon request. lines coincide veth faint center lines. 9.Diggs indicate size of plate in Inches. MiTek USA,Ino./CotspuTrus Software 7.6.8(1L)-E 10.For basic connector plate design value.see ESR-1311,ESR-1988(MEek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF f1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF R1&BTR SPACED 24.0" 0.C. 2-3=(-254) 236 3-4=(-132) 54 TC LATERAL SUPPORT <= 12"OC. MN. 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 ERG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'- 0.0" -29/ 992V -93/ 2626 5.50" 0.71 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 RODE ( 625) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 9'- 11.7" -98/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVIDE FULL BEARING;Jts:2,5,3,91 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 -V VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I( MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.326" @ 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = 0.279" @ 3'- 10.7" Allowed = 0.939" SEASONED LUMBER IN DRY SERVICE CONDITIONS 3 MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" 12 0MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 9.00 F27 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, to Truss designed for wind loads o in the plane of the truss only. 0 h 0 ti v o ► 5 Pizael -/ Io 1 M-3x4 , l � .0, PROpts y 1 00 1 8-00 1-11-u0r.00 �CwiM11 � % 'x' 8920OPE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J5 Scale: 0.415010 WARNINGS: GENERAL NOTES, unless otherwise noted '9y OREGON A(, 1.Builder and erection contractor should be advised of al General Notes 1.Tits design is based only upon the parameters shown and Is Mr an Individual �} ty(, y(�^ Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper Ify N !" 2.204 compression web bracing must be Installed where shown incorporation of component la the responsibility of the building designer. SJ1 4 v. 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to a laterally braced et .("y h the responsibility of the erector.Laden i t bracing I T o c.and at 10 c.c respectively unless braced throughout their length by C"P?R:1�1 `S0i sport permanen g o continuous sheathing such as plywood sheathing(TC)end/or drywal(BC). (y.!� {r DATE: 4/10/2017 the overall structure Is the respondbNlty of the building designer. 3.20 Impact bridging or lateral bracing required where shown.t. SEQ. : K 3 O 5 9 62 2 4.No load should be applied to any component until after all bracing end 4,Installation of buss Is the responsibility of the respective contractor. fasteners era complete and at no time should any loads greater then 5.Dedgn assumes trusses are to be used Ina nonoorroeNe environment, TRANS ID: LINK design loads be applied to any component. and Design are;co%mecondition': nen an guse. l ppa wedge EXPIRES: Cis f� qf�/y 7 5.CompuTrus hes no control over and assumes no responsibility for the S.Devil NX bearing t all w ns shown.Shim or wed If EXPI RES 1 2/3Ijj 01 eery. fabrication,handling,shipment and tion of components. 7.Design assumesadequate drainage k prodded. April I IO,2017 5.Thio design Is furnished subject to the limitations set forth by S.Plates shall be located on both laces of truss,and placed w their center TPNATTCA In SCSI,copies of whkh will be furnished upon request. lines coincide with Joint center lines. 9.Digby indicate care of plate In inches. MITek USA Inc.tCompuTrus Software 7.6.8(1L)-E 10.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 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE Ifl6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 2x9 RIDF NISBTR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) 408 6-3=( 0) 69 WEBS: 2x4 KDDF STAND 3-4=(-212) 177 3-8=(-921) 292 LOADING 9-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" ' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 9'- 11.7" -15/ BV 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,8,4,51 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I- 9-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 4' VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 S MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -I'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" �.i MAX TL DEFL = -0.025" @ 2'- 3.8" Allowed = 0.472" SEASONED LUMBER IN DRY SERVICE CONDITIONS 4 MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 i 9.0017 Design conforms to main windforce-resisting . system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rl load duration factor=1.6, I Truss designed for wind loads of o in the plane of the truss only. I-- . M-4x6 3 �p o �8 -,, c _ I 8 Y.� M-1.5x9 o - 1 1 M�3x9 0 � M-3x9 M-3x5 l 1 l 1 2-03-12 4-11-04 0-09 y 1-00,2 -05-08 y 7-06-03 )- y ��e ° PR C2 8-00 1-11-11 `c� � yN��R /39r Cr. 89200PE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J5C Scale: 0.3467 WARNINGS: GENERAL NOTES, unlesson p.noted OREGON �✓/ i Builder and erection conics dor should be advised of all General Notes 1.This design isbased only upon the parameters shown and is kr an Indlvlduel !1 F.7 1 r "V Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper �A \ 2 2x4 compression web bracing must be installed where shown+. incorporation of component Is me responsOMy of the building designer. /� "7�` 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chorda to be!Morally braced al V JAr� by Is the re°ponsiNAty or the erector.Additional permanent bracing of 2 o i and et ea o c.respectively as ply unless braced(7C)a cit their lengthNB). ,I `R i�� continuous sheathing or wch as plywood required et where s endlor tlrywsA(BC). e1J1 DATE: 4/10/2017 the overall structure Is the responsibility of the building tlestgner. 3.2s Impact bridging or islenl bracing requlrotl where shown++ SEQ.: K3 0 5 9 62 3 4.No load should be applied to any eomponent until after all bracing and 4.Installation of truss is the responsibEBy 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 noncorrosive environment, assign load.be applied to any component. and are Mr"dry condition"of use. TRANS ID: LINK 6.Desi full bearing taEsupports shawn.Shim or wed It 5.Compu7rus has no control over and assumes no responsibility kr the necesy"coin°' g' wedge EXPIRES: 12/31/2017 fabdcelien,handling,shipment and installation of components. rv. 7.Designassumes adequate both is truss,d. April 10,2017 6.This design is furnished egged to the limitations set forth by A.Plates shall be buts=on both faces of truss,and placed so their center TPWATCA hr SCSI,copies of v0kh will be furnished upon request. lines coincide with Joint cedar lines. uTnla Software 7.6.8 1 L E 9.Diggs indicate size of plate In Inches. MiTek USA,Inc./Com P ( )- t0.For basic connector plate design values see E55-1311,155-1980(wick) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF tl&BTR SPACED 24.0" O.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 4 0'- 0.0" -29/ 994V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg)'' 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE r) 11'- 11.7" -41/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. PROVIDE FULL BEARING;Jts:2,5,3,41 OND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 [ 3 MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" �( MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" fr) Design conforms to main windforce-resisting system and components and cladding criteria. ko o Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. 0 .7' 1 c 11111111111111111111111111111111111 -/ o ► 5►� 0 1 M-3x4 0 PROF J, 1-00 l 8-00 1 3-11-11 y c,;\ (C.,4 I V, , 'z/ 89200PE Vic"' JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J6 , r.% .:.: Scale: 0.9156 a WARNINGS: GENERAL NOTES, Pleas othernee noted' OREGON • �"Y li� 1.Builder and erection contractor should be advised of all General Nates 1.This design*based ony upon the parameters shown end h for an Individual �/_ ,,/O((- EGO A /�"S+/ Truss: J6 end Warnings before construction commences building component.Appticabllfy of design parameters end proper , %11,y �©` ` 2.2x4 compression web bracing must be mstalhd where shown+ Incorporation of component b the responsibility of the building dealgner. 7! 14 v 3.Additional temporary booing to Insure stability during construdmn 2 Design eseumsa the lap and bottom Mores to las laterally braced et �^ Is the reaponstblllty a!the eradar.Addttmnal permanent bracing of T o c end at 10 o c.respectively unless braced throughout their length by l i�1 1 continuous sheathing such as plywood sheatmlq(TC)and/or drywall(BC). r DATE: 4/10/2017 the overall structure is the responsibli y of the building designer. 3,2x Impact bridging or lateral bracing required where shown*+ SEQ.: K3059624 4.No mad should be applied teeny component until She,all bredng and 4. sllation of truss Is thehreesondbo»afIerespective o ctiveacctor.environment, fasteners are compete and at co time should any mads greater then Design assumes to be and are for"dry oondslon 1 of use. design masa be applied to any component. ID: LINK R.eompuTrusnas wcomroloweranaaeaumeenereeponelbeyErme 6.Design assumes full bearing at aN supports shown.Shim or wedge if EXPIRES: 12/31/2017 nary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided April 1 0,2017 8.This deNgn Is furnished cabled to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIN,TCA In SCSI.copies of which will be furnished upon request. lines coincide with)dirt center lines. 9.Digits indicate size of plate In inches. MITek USA,)nc./CompuTrus Software 7.6.8(1 L)-E 10.For beak connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 . 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF 81aBTR SPACED 24.0" O.C. 2-3=(-389) 369 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-150) 96 LOADING 4-5=( -44) 39 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 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg)' 5 0'- 0.0" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) -" 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 4 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 'C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 «( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.007 MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 3 Design conforms to main windforce-resisting /( system and components and cladding criteria. to0 I Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o ,y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o,-, Truss designed for wind loads in the plane of the truss only. 0 :',, ,11: i 1 _ 6 b.... M-3x4 1 l y l �� � P R Q 1-00 8-00 5-11-11 <4C't Ca1NE,fi� ' 4,.. ctr 89200PE -�c� JOB NAME : POLYGON 3410-D NH LOT 139 NRT - J7 / Scale: 0.3628 .... 0' . WARNINGS: GENERAL deNOsign uMeupontheae noted ramete 9 �REGON to T rus S: J7 1.Budder and s eior ceonredor shook be advised of ala General toles t.buibuil design p based snit upon the p e sgn par shown a n pfor r Individual ,/ A and Nbminga before bnehuction commences. Incorpgcoon ofoompcnenApplicabillyh responsibility parametersand proper L" � O),s` •� 2.204 compression web bradng must be installed where shown« -k- Incorporation of componem la the rosponsibXgy of the building designer. �,/y .i4� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be IeteralN braced at (yI Is the responsibility of me erector.Additional permanent bracing of 2 c.c.end et 10 a.c respedNeN unless braced throughout melt length byI O- DATE: 4/10/2017 continuous sheathing such es pywooa sheathing(TC)and/or drywag(BC). the overall structure is the responsibility Orme building designer. 3.zx Impact bridging or lateral biasing required where shown«« SEQ.: K3 0 5 9 62 5 4.Na toad should be applied to any component until after all bradng and 4.Installation or trues la the responsibfity of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes Trusses are to be uesd Ina noncormstae environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Com Trua has no control over and assumes no re S.Design aseumes fug bearing at al supports shown.Shim or wedge k EXPIRES: 2/31 f2©1 7 W responsibility for the wry, .l �` (fL / fabrication,handling.shipment and installation or components. 7.Design assumes adequate drainage is provided. April IO,2017 H.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their canter TPINITCA in BCSI,copies of which vMl be furnished upon request. lines coincide with Joint center lines. g.Diggs Indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values see ESR-1311,ESR4BB8(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 ' 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. 2-3=(-459) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 12.0 PSF DL ON BOTTOM CHORD = 1.0.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 12.0 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" -30/ 445V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 10-10-03 5-01-08 (PROVIDE FULL BEARING;Jts:2,6,3,4,5I • 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.939" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" 79 ' MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" M-3x5(S) Design conforms to main windforce-resisting ,. system and components and cladding criteria. 12 Wind- mph, 9.00 I/ (All Heights), Enclosed,4ASCE Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads w in the plane of the truss only. 3 0 0 , I N N O KOM11.111111111=1111.1111.1 -/ of 1 o M-3x4 ''l c,,`,o PR°Fe`S'iS' 0044F / .1•y1-00y 8-00 b 7-11-11 y .: �. 04 �r�t Q��.. tz` 89200PE c"' • • JOB NAME •. POLYGON 3410-D NH LOT 139 NRT - J8 �iI'/'j Scale: 0.2846 M.7.'.'... WARNINGS: GENERAL NOTES, unless otherwise noted 7 OREGON 4.0 1 Builder and erection contractor should be advised of all General Notes f.This design Is based•cnly upon the parameters shown and is for an Individual f A a�`'V� Truss: J8 and Warnings before construction commence. building component.Applicability of design parameters end proper '"'J/ 1'! {*` 2.2x4 comprosslon web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ) 1 1 A V ..4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tip dna bottom chores to be(.rarely braced al '<.l 1 1' �7+ y Is the re sibiN f the erector.Additional t brae f o continuous at ee hin reuch as ply 00d ss eecetl(TC)a dl their sllfl). `�Ft 4 L span y o permanen ktg o Us.c. notsheathing such es ptywnlo s brei ed hrC)andlot arywAgth b is+ DATE: 4/10/2017 the overall structure is the responsibility or to building designer. 3.Di Impact bridging or lateral bredng required where shown++ SEQ.: K3 0 5 9 6 2 6 4.No load should be applied to any component until after all bradng and 4.installation of truss la the responsibility of the respective centred°, fasteners are complete end at no time should any loads greater than 8 Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and n86wr me condition'of see tie 5.CompuTrus has no control over and assumes no responsibility forme 6 Design fug bearing t el w rte shown.Shim or wed if EXPIRES: 12/31/2017 wary. fabrication,handling,shipment end Installation of components. .Oeagn assumes adequate drainage is provided. April 10,2017 furnished8.This design is furnished bled B to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA In BCSI,copies of which Mal be furnished upon request. lines coincide with loin center lines. 8.Digits indicate size or plate in Inches. MiTek USA,Ino./CornpuTrus 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 12'- 5.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 34 2- 6=(-211) 538 6- 3=( 0) 241 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND; 2- 3=(-628) 53 6- 7=(-213) 531 3- 7=(-599) 186 3- 9=(-110) 99 7- 8=( 0) 0 7- 9=(-211) 147 2x6 DF SS A LOADING 4- 5=( -17) 8 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) l'- 8.0" -81/ 757V -49/ 138H 5.50" 1.13 KDDF ( 625) 12'- 5.8" -44/ 447V 0/ OH 5.50" 0.72 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Full height blocking is required at right bearing vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 11'' Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP p.OND. 2: Design checked for net(-5 lief) uplift at 24 "oc spacing. considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 5.25" MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.106" @ 0'- 0.0" Allowed = C,167" 6-09-08 4-10-08 0-09-12 MAX TL DEFL = -0.138" @ 0'- 0.0" Allowed = 1.222" MAX TL DEFL = -0.130" @ 6'- 7.8" Allowed = 0.660" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 4.0017 MAX HORIZ. LL DEFL = -0.004" @ 12'- 3.0" M-1.5x3 MAX HORIZ. TL DEFL = 0.007" @ 12'- 3.0" 5 -f M-3X5 4 Design conforms to main windforce-resisting GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5x3 4p x system and components and cladding criteria. OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD ` M-1.5X4 Wind: 140 mph, h=15ft, L=6.0, ASCE 7-10, GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 % load duration factor=1.6, End vertical(s) are exposed to wind, M-3x5 3 Truss designed for wind loads .r' in the plane of the truss only. 00.�, M-1.5x4 o 141 Truss designed for 4x2 outlookers. 2x9 let-ins 1 of the same size and grade a structural top a chord. Insure tight fit at each end of let-in. M-3x5 outlookers must be cut with care and are iiiiiiiikik...._ permissible at inlet board areas only. to 2 a�'el ' Mt 1 . d�Wit 1 rum 0 y 6 7 �8 -/ o M-3x8 M-3x10 M-1.5x3 M-3x4 • J. 1 1 J. 6-07-12 4-10-08 0-11-08 1 1 1 1-08 10-09-12 1 1-00 1 12-05-12 1 <C N6 p FLp'k1)41 89200PE ter` JOB NAME : POLYGON 3410-D NH LOT 139 NRT - P1 �/`! � �, Scale: 0.4142 ,.-Olt11, -"' WARNINGS: GENERAL NOTES, unless otherwise noted: .a�1 OREGON V.� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 7 A 4sr1 4JI V wLo Truss: 91 and Warnings before construction commences. bulking component.Applicability of design parameters and proper 4fvr yi A. 2.2x4 compression web bracing must be Installed where shown+. incorporation of amponanl la the responsibility et the building tleelgner. ��y i""' 14 ' O� 4 3.AddlHonal temporary bracing to Insure etabliity during construction 2 Design sesames the lop end bottom chorda to be laterally braced at tr( L v. Is the responsibility of Me erector.Additional permanent bracing of T o.c.and et 10 a.c roepactNely unless braced throughout their length by DATE: 4/10/2017 Me overall structure Is me responsibgtty of the bulking tleelgner. continuous sheathing ouch as plywood sheathing(TC)endier drywall(BC). E'R A.1{ 4.Ne bed should beapplied re a3.2x Impact bridging or lateral bracing required where Moven++ (�'E� 1 L+ S EQ. K3059627 fasteners are complete and at no time component until lo ds allreats Mand 5.Installation signlaassumes trusses are responsibility be useof Ins ne on-corrrraseba contractor. TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 8.CompuTros has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. essary' 7.DeWgequate drainage 8.This design Is furnished subject to the limitations eel forth by 8.Plaesashall be baassumes led on both facesiof rusis,ed.and placed sotheir center April 10,2017 TPIMTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTfU6 Software 7.6.8(1 L}E 9.Diggs 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 12'- 5.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 34 2- 6=(-211) 538 6- 3=( 0) 291 BC: 2x9 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-628) 53 6- 7=(-213) 531 3- 7=(-599) 186 WEBS: 2x9 KDDF STAND; i 3- 4=(-110) 99 7- 8=( 0) 0 7- 4=(-211) 147 2x6 OF 55 A LOADING 9- 5=( -17) 8 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 11.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 62.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg). 1'- 8.0" -81/ 757V -99/ 138H 5.50" 1.13 KDDF ( 625) 12'- 5.8" -49/ 947V 0/ OH 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO,THE SPATIAL Full height blocking is required at sight bearing Unbalanced live loads have been considered for this design. REQUIREMENTS OF IBC 2015 AND IRC 2015'ROT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 2: Heel to plate corner = 5.25" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.106" @ 0'- 0.0" Allowed = 0.167" MAX TL DEFL = -0.138" @ 0'- 0.0" Allowed = 0.222" MAX LL DEFL = -0.084" @ 6'- 7.8" Allowed = 0.495" MAX TL DEFL = -0.130" @ 6'- 7.8" Allowed = 0.660" 6-09-08 4-10-08 0-09-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 1' f ' 1' MAX HORIZ. LL DEFL = -0.004" @ 12'- 3.0" 12MAX HORIZ. TL DEFL = 0.007" @ 12'- 3.0" 4.00 v M-1.5x3 5 -/ 9 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, ASCE70AHghts), : :: 6:C: :1 : BMWFS(Didation fi ,sluss only. ti , fraiiiiiiiiiii0 2 j.' 3i0 6 7 ��g -/M-1.5x3 M-3x9 y y l 6-07-12 4-10-08 0-11-08 k l l „..-•- 1-08 10-09-12 y 1-00 l 12-05-12 1 �C} PR()F�1s wco ttyG I N �i /0,9, ,S! '''<- 89200PE r'" JOB NAME : POLYGON 3410-D NH LOT 139 NRT - P2 `i�"• 14110'e Scale: 0.4142 In .' {r'�'-'� -((��1� /'' WARNINGS: GENERAL NOTES, unions otherwise noted. OREGON w� ZC/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters Mown and is for an individual L N. Truss: P2 end Warnings before construction commences. building component.Applicability o/design parameters and proper /� 401y F 2.2s4 compression web bracing must be installed where shown+ Incorporation of component h the responsibgpy or the building designer. /, a •1 1 4 'IS) 4. 3.Additional temporary bracing to Insure stability during construction V. 2 Design assumes the lop end bottom chorda to be latently brecod et �v./ t ly mime bremd throughout their length by Is IM responsibility of the erector.Additional permanent bracing of 2 continuouscc.and asheathbg such as t ICY epiywaod sheathing(TC)and/or drywall(BC q'TliF,IO- DATE: y,..- DATE: 9/10/2017 me overall structure b me responsibility of the building designer. 3. r Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after an bradng and 4.Installation of is�,ne responsibility of the respective contractor. SEQ.: K3059628rastenersarecompleteandatnotimeshouldnybadsgreaterthan B.Design assumes trusses aretebeusedinanncanosiveenvironment, and TRANS I D: LINK design loads be applied to any component. Design assume for"dry full owing'of use. 8.CampuTnro hes no control over and assumes no responeibllity for the 8.'memory. es full ceadng at al supporta shown.Shim or wedge if EXPIRES:. . 12/31/2017 Y fabrication,handling,shipment end Installation of components. T.Design assumes adec;_ate drhege Is provided. April 1 O,L O 1 7 8.This design is furnished eub)ed to the limitations set forth by 8.Plates shall be bested on both faces of truss,and placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request. 9.linescoincide ainddde with sith)ointice nterlines. In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design vales see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #110TH LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF til&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and componentsand cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. 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, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 T T 12 4.00 M-1.5x3 4 o N N 0 2 N ~ • 0111.111!!!!......111111111111111111:: l .• 1-00 3-05 '<(;C‘ � 0 pRop 89200PE to- JOB NAME : POLYGON 3410-D NH LOT 139 NRT - D1 .+�. Scale: 0.6915 . �. WARNINGS: GENERAL NOTES, unless otherwise noted: „s OREGON fay. 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and Is for an individual �I V fill Cil V I Y "{J Truss: Dl and Warnngs before construction commences. building component Applicability of design parameters and proper �} si' (�� 2 2a4 compression web bracing must be Instelbtl where shown+. incorporation of component is the responsibiiy of the building designer. f'/‹.) "7 3" 1 A jO 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the top and bottom chords to be Mersa/bread at 1 Is the responsibility of the erector.Additional permanent bracing of 2' as al t0 o.c,respectively unless bro151 ihrthroughout(hair length by R �+ continuous sheathing such as plywood shealnrlhing(TC)andlor drywaN(BC). DATE: 4/10/2017 the overall structure la Me responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ SEQ.: K3 0 5 9 62 9 4,No bad should be applied to any component until ager all bracing and 4,Installation of truss le the responalbllty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-arroete environment, TRANS ID: LINK design toads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and aeeumes no responsibility for the 6.Designeassumes Mi bearing at all supports shown.Shim or wedge If EXPIRES: V Ol l'] Cs. 1 a]/0 r JAA 1 7. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 1 0,2017-1 fl l3 1 Lf J 1 f Llf 1 6.This design is furnished subject to the limitations eel forth by B.Plates shall be bated on both faces of truss,and placed to their anter TPliWfCA in SCSI,copies of whbh will be furnished upon request. lines coincide with)tint center lines. 9.Digits indicate size opplate Ininches. MITek USA,Inc./Com uTrus Software 7.6.8(1L)-E to.For basic connector on eplate inn values see ESR-7377,ESR-19B8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 34 2-6=(-166) 290 3-6=1-325)•145 BC: 2x9 KDDF #1UBTR SPACED 24.0" O.C. 2-3=(-336) 74 6-7=( 0) 0 6-4=(-191) 135 WEBS: 2x4 KDDF STAND; 3-4=( -95) 81 2x6 DF SS A LOADING 4-5=( -17) 8 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 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12..0" 0.0^ LL = 25 POE Ground Snow (Pg) 1'- 8.0^ -71/ 656V -37/ 105H 5.50" 0.98 KDDF ( 625) 9'- 7.7" -26/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered Inc this design. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. IT 2: Heel to plate corner = 5.25" 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.090" @ 0'- 0.0" Allowed = 0.167" MAX TL DEFL = -0.077^ @ 0'- 0.0" Allowed = .0.222" MAX LL DEFL = -0.047" @ 4'- 12.0" Allowed = 0.353" 5-00-08 3-09-08 0-09-12 MAX TL DEFL = -0.078^ @ 8'- 9.4" Allowed = 0.471" f f ` f SEASONED LUMBER IN DRY SERVICE CONDITIONS 12I MAX HORIZ. LL DEFL = -0.002" @ 9'- 5.0" 4.00 ' MAX HORIZ. TL DEFL = 0.003" @ 9'- 5.0" M-1.5x3 5 -I 4 Design conforms to main windforce-resisting system and components and cladding criteria. If Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, End vertical(s) are exposed to wind, 7 w Truss designed for wind loads o in the plane of the truss only. r w o A , ti 2 : 1 A I__I M 1 / / 9.. . 1 6 �7 M-3x8 M-3x10 M-3x9 J. l l 8-08-04 0-11-08 J l l 1-08 7-11-12 J. loo l 9-07-12 l ��\NO PROpk-6, -44 1' 89200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - P3 ���;� • Scale: 0.4822 '� WARNINGS: GENERAL NOTES, unless otherwise noted. 7FITN j'1.Builder and erection contractor Mwuld be adviseed of an General Notes 1 mis design Is based only upon the parameters shown and S for an Indwldual ,( �} A L"(/Truss: P3 and Weminga before construction commences buiMng component.Applkabillty of design parameters and proper �\ 'v. 2 2x4 cumprenlnn web bradng must be installed where sheen♦. Incorporation cl component b ins responalbNty of the bulking designer �/k 3 Addiional temporary bracing to Insure steNlity during construction2 Dealgn eseumea the lap and bottom chords to bs lalenlly braced atSl �.. Isthe responsibility of the erecter.Additional permanent bracing of 2 o.c.end et 70 o c.respectively unless braced throughout their length by a.� DATE: 4/10/2017 the a resp structure*the n A d f the boding de continuous sheathing such as plywood sheathing(TG)and/or drywan(SC). w `e.(Fil`\ span by o g signer. a 3x Impact bridging or lateral bracing required where shown♦. ! S EQ K3 0 5 9 63 0 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responalbnty of the respective contractor. fasteners ere complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a nonaenoeNe environment, TRANS I D: LINK design roads be applied to any component. end are for"dry condition"at u... 5.compuTrue has no control over and aeanmes no responsibility for the 8.��gses assumes run bearing at as supports shown.Shim or wage g EXPIRES:. r�/3.�/20 fabrication,handling,shipment and installation of components. necessary. G 7. assumes adequate Menage damage provided.provided. April 10,2017 e.This design b furnished/wiled eub(ed k the limitation.set forthRates shall be located on both faces of trues,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide wlm Islet center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.iCompuTrus Software 7.6.8(114E 1o.For basic connector plate design values sea EBR-1311,ESR-1988(METek) This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 HC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-44) 19 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" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) en For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1pROVIDE FULL BEARING;Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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= 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1.- 8.5" Allowed = 0.143" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" 12 MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 9.00 3 -i 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, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ''1 0,-: in the plane of the truss only. I I 0 ti u1 f I - - O I ,,- >C O 2 g x♦ -/ M-3x4 • • • • • ) l l 1-00 3-05 I PROP06, N Gi .•' f� 49, Q 89200PE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - D2 r, ,,/ Scale: 0.9391 �►. /'y,. WARNINGS: GENERAL NOTES, othenMse the pete,atee `-'" �OREGON `"L Truss: D21Builder and erection contractor should be advised or all General Notes This design is bawd ppt upon the parameters shown and is loran individual :17 w and wamingsbefore conewmoncommence. building component.Applicability of design parameters and proper - Li Y'� 2.2a4 compression cab bracing man be Installed where.haw,,.. incorporation of eampanent Is the responsibility of the building designer. f.�/� { r.0'� . ,�`` 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at („[ / . la the responsibility of the erector.Additional permanent bracing of 2 a.c.end at 10 a.c reepedNety unless braced throughout their length by a„".� . I DATE: 4/10/2017 the overall structure is the responslbOfty of the building tledgneG continuous sheathing such as plywood sheaths g(TC)and/or drywall(BC). , 3.In tropes bridging or lateral bracing required iired where own . SEQ.: K3 0 5 9 6 31 4.Na load Mould be applied to any component"mil after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time Mould any loads greater than S.Design assumes trusses aro to be used In a narncarroete environment, TRANS I D: LINK design loads be applied to any component, end are for"dry condition"of use. 5.ComWTrus hes no control over end assumes no responsibility to the B Design assumes MA bearing at as supporta Mown.Shim or wedge B EXPIRES: 12/31/2017 2 J31 201 7 fabrication,handling,shipment end Installation of components. 7.Design necessassumes adequate drainage Is provided. April O,2017Lf7((! S.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,end placed so their center TPIM77CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center tins. 0.Digits indicate she or plate In inches. MiTek USA,Inc./CompuTrus 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 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF tl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = ,10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = "92.0 PSF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL IrROVIDE FULL BEARING)Jts:2,9,3 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 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" f ' MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 0 Truss designed for wind loads in the plane of the truss only. ko Co I 0 ti I ' o 1 M-3x4 1 1 1 1-00 2-00 4., 451( O pROFFs IJ ,,,,c- 89200PE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - SJ14 / f Scale: 0.7129 ,V 1111 tr" OREGON WARNINGS: GENERAL NOTES, odes.otherwise noted. I.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is bran Individual Truss: SJ1 and Nbmingsbefore construction commences. building component.Applicability ofdesign parameters and proper A"' '4 4. 14 �Nb } 2.2x4 compression web bredng must be Installed where shown. Incorporation of componed la the responsibility of the building designer 3.Additional temporary bracing to Insure stability Curing construction 2 Design...ones the lop end bottom chortle to be laterally braced at �. Is the responsiblAry of the erector.Additional permanent bracing of 2 continuous and et f i hino.crsuch as ply woods braced(TC)and/or their length). �,I,['vR A.I r DATE: 4/10/2017 the overall structure is them responsibility of building des 2Impact*neighing ng etchlbptyvrootluireming(TC)and/or CryweA(BC). .poo Ity o 9 Igner. 3.2x Impact briagmg or lateral bracing required*nem shown.. SEQ.: p3 0 5 9 6 3 2 4.No load should be appAed to any component until after all bracing and 4.'nal/illation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nen-curro.Ne environment, design loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 5.CompuTw has no control over and dawned no responsibllty for the 8.Design assumes NA bearing al all supports shown.Shim or wedge if EXPIRES: RES: 1 2 131/201 7 fabrication,handling.shipment and installation of components. necessary. `/lf lfl.0 l3 uJec 1 7.Rats aw mulles adequate drainage is props.d. April A O r'f 01 7 8.This design b furnished Curled to the limitations set forth by 8.Plates shall be located on both faces of inrea,and placed so their center P I G TPbWICA In SCSI.copies of which will be furnished upon request. Ines coincide vdth Joint center lines. 9.Digits indicate size of plate in inches. KIM(USA,lnc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wilk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:. 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1_ _ BC: 2x4 KDDF k14BTR SPACED 24.0" O.C. 2-3=(-901)) 63 2-9-(0) 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 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" -50/ 322V -37/ 118H 5.50" 0.52 KDOF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 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 DOPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" 9.00 1773 -/ MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 1,, SEASONED LUMBER IN DRY SERVICE CONDITIONS I,' MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 0 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, op o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, .6) Truss designed for wind loads ri in the plane of the truss only. o , 1 M-3x4 y l v y 1-00 2-00 1-11-11 0 PROF cmc, t. Al >g g" 8920OPE ' JOB NAME : POLYGON 3410-D NH LOT 139 NRT - SJ2 Scale: 0.6868Cr y.t WARNINGS: GENERAL NOTES, uMee.otherwise noted M OREGON I.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for en individual 9j �A-i C.LTQN q� 14, Truss: SJ2 and Warnings before construction commences building component.Applicability of design parameter and L La preps, 0 'i�' 4 2-" +,<,,, 2.2,4 compression web bracing must be Installed where shown+. Incorporation or component Is the responsibility Orme building designer. / ,� 3.Additional temporary bracing to insure stability during construction z Design assumes the bp.na bottom chorea b be Iatemy breed at Is the rosponslblllty of the erector.Atltldbnel permanent bracing of 2 o c.end at 10 o c.respectively unless braced throughout their length by {A"�'14a d a ,li Fi i l.� DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood shee ing(%)andior dryweil(BC). -a 3.In Imbed bridging or lateral bracing required where shown++ SEQ.: K3 0 5 9 63 3 4.No bad should be applied to any component until after a9 bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete end at no time should any bads greater then 5.Design assumes tmeaee are to be used in a non-corrostve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTnn has no control over and seromas no responsibility for the 6.Design assumes NII bearing et all supporta Mown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment end Installation a/components. ry. 8.Pla 8.This design is furnished 8.Plates ished eub�ed to the limitations set forth byassumes adequate drainage both faces is ftrus o!irusseaApril 1 O,20 7 shell be located on andated so their center TPNNTGA in 13151,SI,copies of which will be furnished upon request. lines coincide with point center line. MITek USA,Inc./Com uTrus Software 1 L 7.6.8 9.Digits Indicate Mrs of plate in inches. p ( � 10.For basic connecter?late design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 614BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 64 1-3=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) IL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PIE 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 'PROVIDE FULL BEARING;Jts:1,3,21 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9.00 F27 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 2 , SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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. 0 0 no o f , I o o 1 1.10. 1 3 1� M-3x4 y I. 1 2-00 1-11-11 s*C% , V PR open GiNe u/ '-k' 89200PE ' JOB NAME : POLYGON 3410-D NH LOT 139 NRT - SJ2X _ r '''r Scale: 0.7203 woo �••' In WARNINGS: GENERAL NOTES, unless otherwise noted +•a f OREGON L„'V . 1 Builder and erection contractor should be advised of en General Notes 1.This design h based only upon the parameters shown and is for an Individual lL, yt. 'mow Truss: SJ2X and Warnings before construction commence.. building component Appllublllty of design parameters and proper 1�� 2.2x4 campreeelon web brsdng must be installed where shown w incorporation of component la the responsibility of the building designer. ice. )" 14. to. 3.Additional temporary booing to bare stability during construction 2.Design assumes the top and bottom chords to be latently bread et ("� Is the responsibility of the erector.Additional permanent bracing of 2'ntinc.end et 1 G hin respectively ply unless eacetl)TC/and/ut or langur(. RIO- DATE: I�\ �I continuous sheathing such as plywood.hsalhinglTC)and/ar tlrywag(BC). (4 �•'� lr+ DATE: 4/10/2017 the overall structure le the responsibility of the building designer. 3.2t Impact bridging or lateral bracing required where Mown• 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. SEQ.: K3 0 5 9 6 3 4 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a noncorrosive environment. d to any component. and are for"dry condition"of use. design loads be applied TRANS ID: LINK 6.Design assumes hibearing atall supports shown.Shim orwedgeif EXPIRES: 12/31/2017 R CompuTw has no control over and assumes no responeibliny for theyMry, r� fabdatb .In,handling.shipment and Installation of components. 7,Design assumes adequate drainage is provided. April 10,2017 8.This design Is furnished sub)ad to the Imitations set fold by 8.Plates shall be located on both faces of truss,and placed so their center TP WIYCA in SCSI.copies of which will be furnished upon request. lines coincide with loin center lines. 9.Digits Indicate size of plate In inches. MITek USA,Ino.tCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ENR-1998 0/Mk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.7" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 34 2-6=(-166) 290 3-6=(-325) 145 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. WEBS: 2x9 ROOF STAND; 2-3=(-336) 74 6-7=( 0) 0 6-9=(-191) 135 2x6 DF SS A LOADING 3-4=( -95) 81 9-5=( -17) 8 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 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 1'- 8.0" -71/ 656V -37/ 105H 5.50" 0.98 KDDF ( 625) M-1.5x4 or 9'- 7.7" -26/ 32611 0/ OH 5.50" 0.52 KDDF ( 625) equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO ITHE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.i Unbalanced live loads have been BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" JT 2: Heel to plate corner = 5.25^ MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.090" @ 0'- 0.0" Allowed = 0.167" 5-00-08 3-09-08 0-09-12 MAX TL DEFL = -0.077" @ 0'- 0.0" Allowed = 0.222" 1' T I f MAX LL DEFL = -0.097" @ 9'- 12.0" Allowed = 0.353" 12 MAX TL DEFL = -0.078" @ 8'- 9.9" Allowed = 0.471" 4.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.002" @ 9'- 5.0" GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1"5x3 MAX HORIZ. TL DEFL = 0.003" @ 9'- 5.0" OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD M-1.5x3 GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. 5 -/ Design conforms to main d sledding criteria. 9 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6,0, ASCE 7-10,: M-3X5 M-1.5x4 00 (All Heights), Enclosed, Cat,2, Exp"B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, 1End vertical(s) are exposed to wind, 1 Truss designed for wind loads M-3x5 3 o in the plane of the truss only. o ill o Truss designed for 4x2 outlookers. 2x4 let-ins 14-3'6 11111111 1 of the same size and grade as structural top rn chord. Insure tight fit at each end of let-in. I Outlookers must be cut with care and are permissible at inlet board areas only. u1lillil 4I' 2 sgg'311 MO QI 9�� 6 ► 7 -I M-3x8 M-3x10 M-3x4 l l l 8-08-04 0-11-08 l l 1-08 7-11-12 1-00 9-07-12 l .<0Rt.0 I'Rs/ 7 Lc'f• 2 89200PE -57' . JOB NAME : POLYGON 3410-D NH LOT 139 NRT - P4 `" Scale: 0.9697iik ,t. WARNINGS: GENERAL NOTES, unless/Aher/Ise noted. OREGON Truss: P 4 Builder and erection ont actor Mould be advised of all General Notes I.This design is based only upon the parameters oho mend is for an individual 7} OR EG JN * /41 - and Warnings before construction commence. building component.Applicability of design parameters and proper y^" • Vs 2.2e4 compression web bracing must be installed where shown i. Incorporation of componeNie the responsibility of the building designer. /:10 +�` 3.Additional temporary bracing to Insure=ability during construction 2•Design assumes the ibp and bottom chords to be laterally braced et 1( ��y .._ Is the responslblRty of me erector.Additional permanent bracing of Z o.a and at 10 o.c respectively unless braced throughout their length by `- DATE: 4/10/2017 the overall alnuture la the responsibility of the bulWing designer. continuous sheathing such as plywood sheathing(TC)end/or drywaR(BC). I rl'f RIO- 4.Ne lead should be applied to any 3.2t Impact b5?truss or lea=st bracing required where shown r a R R 1 M SEQ.: K3 0 5 9 6 3 5 pP y component until after all bracing and 4.Installation of is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Puns era to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for'AN condition"of use. 5.CompuTna las no control over and assumes no responsibility for the a nDeesign cesae assumes NII peering al a8 supports shown.Shim or wedge If EXPIRES: vt .•. . 12/31/2017 ea^©1 7. labdcation,handling,shipment and installation of components. ry d. 8.The design is furnished subject H the limitations set forth by 8.Plates7.Designshall be beefed on both facesassumes adequate drainageis et trussprovi, placed eu their center April 10,2017 TPNNfCA In SCSI,copies of which will be Banished upon request. lines coincide Mil joint center Tinea. MiTek USA Inc./Com uTrus Software 7.6.8 S.Digits Indicate Wu of plate In Inches. 1L p ( � 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 5'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. GOB. 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 PIF 0'- 0.0^ -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ OH 1.50" 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING)Jts:2,4,3I 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" 3 .-1 MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.072" 12 , SEASONED LUMBER IN DRY SERVICE CONDITIONS 9.00 ', MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting - system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ip Truss designed for wind loads o in the plane of the truss only. 0 w 0 .-i c 4 illImill O 1 M-3x4 l l l "I 1-00 2-00 3-11-11 vo rri OFt ' 89200PE r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - SJ3 !� „, Scale: 0.5607 .. , WARNINGS: GENERAL NOTES, udeoothe,u4eavotetl -yr OREGON 4 1.BWltler and erection contractor outs be advised of allGeneral Notes 1.This design is based only upon the parameter.Moven and is for an individual A„y � ., Truss: SJ3 and wamings before constodlon Commences. bullding component.Applicability of design parameters and proper . 2 2.2.4 compression web bracing must be Metalled where shown•. Incorporetbn or component is the roaponsibplty or the building tlaalgner. /,,M[r i 4; Q b. 3.Addelonal temporary bracing to Insure Mahn),during canetructbn 2.Design assumes the lap and bottom chortle to be lataelN Oecotl et � (:J, RIO- Is Me ro nsiblp f the erector.Additions! M bracing r 2'o.c.and et 10'o.c.reepedlvely unless braced throughout their length by C 1 1�\ 'til apo ty o permane g o continuous sheathing such as plywood sheathing(TC)and/or dryweA(BC). f� y is DATE: 4/10/2017 the overall structure Is the reaponabflity of me building designer. 3.2.Impact bridging or lateral bracing required wise shown•• 4.No mad should be applied to any component until after all bracing and 4,Installation or buss Is the responsibility or the respective contractor. SEQ.: K3 O S 9 6 3 G fasteners are complete and at no time should any loads greater than 5.Design assumes trusees are to be used Ina noncorrosive snvlronmeM, TRANS ID• LINK desgnloads beapplied toany component. De gnassumesfulare for"dry dnmrtoraee. 5.CompuTrue has no control over and assumes no esponsibilty for the 8.necsiegssa saurus'NA bearing at all supports shown.Shim or wedge if EXPIRES::. 12/31/2017 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 10,2017 furnished 5.This design h furnished'Wiled to the Ilmihimns set forth by 8.plates shall be located on both faces or truss,and placed so their center TPI/JJICA In SCSI.copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrue Software 7.6.8(1L)-E 10.For basis connector plate design values see ESR-131 t.EBR-1988(3.11786) 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: 2x4 KDDF N1613TR LOAD DURATION INCREASE = 1.15 1-2= _ BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-182) 120 2-4-(0) 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = }0.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 299V -74/ 212H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -145/ 296V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.6" -125/ 198V 0/ OH 1.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO:THE SPATIAL 'PROVIDE FULL BEARING)Jts:2,4,3 I REQUIREMENTS OF IBC 2015 AND IRC 2015'NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000^ @ 0'- 0.0" Allowed = 0.001" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" 0 MAX BC PANEL LL DEFL = 0.008^ @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 9.00 MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1p load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 io o v Pli - =� q�� -f o 1 M-3x4 1-00 2-00 5-11-11 `� :92O0P -7r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - SJ4 / ,/ "'r Scale: 0.4723 t /IP /'y.. WARNINGS: GENERAL NOTES, unlessnlbs otherwise noted. OREGON G^ "L, Truss: S J4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an IndlvWual and Warnings before consirudlon commences. building component.Appllcablllty of design parameters end proper �l N 2.2x4 compression web bracing noel be installed where shown+. Incorporation of component is the responsibility of the building designer. <0 Al 7 14 2-C3 �3 vy., 3.Additional tem bracing to Insure Habil dura 2.Design ecaumea the top and bottom chords to be lateral braced at (,w( L 1 Pore? g stability ng wnetrucibn IY Is the responsibility of the erector.Additional permanent bracing of 2 cox.and at 10 o c reapedi plywood unless braced throughout their length by DATE: 4/10/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as plywooduireding(TO)and/or drywaa(BO). ^/, '3[111` 4.No load should be applied to3.2i Impad bridging or lateral bracing required where drown«« r'I Il l.� SEQ.: K3059637pplie y component until after all bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition of use. 5.CcmpnTrus has no control over and assumes no responsibility for the 6.Design assumes rap bearing at all supporta Move.Shin,et wedge g EXPIRES: RES:. 1 2/31/2017 febrtpibn,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 0r20 71 til LlJI 8.This design is furnished subfect to the limitations set forth by B.Plates shall be located on both faces of Inns,and placed so their center TPINVICA In SCSI,copies of which will be furnished upon request. ties coincide with Joint center tins. MITek USA,Inc./Com uTrus Software 1 L 7.6.8 9.Digits indicate size of plate in inches. p ( ).E 10.For basic connector plate design values see ESR.t31 t.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: 2x9 KDDF #14.BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 49 2-4=(0) I BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-67) 24 WEBS: 2x8 DF SS LOADING TC LATERAL SUPPORT <= 12"OC. UGH. 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 = 92.0 PIF 1'- 2.0" -52/ 975V -9/ 56H 5.50" 0.71 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 9.2" -42/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pr.) 4'- 0.0" -23/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) JT 2: Heel to plate corner = 4.50" LIMITED STORAGE DOES NOT APPLY DUE /0 THE SPATIAL 'PROVIDE FULL BEARING;Jts:5,9,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVELOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NGNrCONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = p.133" • MAX LL DEFL = -0.020" @ 0'- 0.0" Allowed = 0.117" 3 -+' MAX TL DEFL = -0.022" @ 0'- 0.0" Allowed = 0.156" MAX TC PANEL LL DEFL= 0.019" @ 2'- 2.9" Allowed = 0.180" 12 MAX TC PANEL TL DEFL = 0.016" @ 2'- 2.9" Allowed = 0.270" 6.00 / SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.020" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.023" @ 3'- 11.2" Design conforms to main windforce-resisting m system and components and cladding criteria. 0 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 49 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o ito _ f / 0 1 S '\ 4�� M-3x6 M-3x10 l 2-10 y 1-00 > 4-00 y et,C) PRop- k<c 89200PE c' �r JOB NAME : POLYGON 3410-D NH LOT 139 NRT - YJIs •/ Scale: 0.8299 epee • WARNINGS: GENERAL NOTES, gni otherwise noted S OREGON ^4�: 1.Builder and erection contractor should be advised of al General Notes 1.This design isbased. iy upontheparameters shown and Is for an Individual �J� v Truss: YJ and Wamingsbefore constmdloncommences. building component.Ap'I bllRy f dIg parameters end proper LfCj a7 �oa� 2.2a4 compression web bracing must be Installed where shown. incorporation f po M I the responsibility of the building dealgner, Al7 7 w. 3.Additional temporary bracing to Insure stability during construction 2.Design thes and bottom chords to be laterally braced at ,/^ is me responsibility of the erecter.Additional permanent bracing of T a c.and t 10 ( pedNely unless braced throughout their length by �fiR 1�` DATE: 4/10/2017 the overall structure Is the responsibility l the building tle continuous ah th y third as acing replwrood aired H9(Te)ander drywe9)BO). 4 dY o g signer. 3.28 Impact bridging or falorst bradnp required where shown.. 4.No bho ad should be applied to any component until after all bradng and 4.Installation of truss Ir responsibility of the respedloe contractor. SEQ.: K 3 0 5 9 6 3 8 fasteners are complete and at no time should any toads greater than 5.Design assumes trobes are to be used Ina non-corrosive environment, design loads be applied to any component. and are for"dry condttion"of use. TRANS I D: LINK 5.compuT ue has no contra ecsr end assumes no responsibility for m: 6.Design assumes full baring at all supports shown.Shim or wedge If EXPIRES: 12/31/2017 nary. febnostbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 1 0,2017 8.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of bust,and placed so their center TPFN TCA In SCSI,copies of which will be furnished upon request. Inn coincide with jaw canter Inn. 9.Digits Indicate size of plo:e In inches. MiTek USA,Inc./CgrnpuTrus Software 7.6.8(1L).E 10.For basic connector data design values lie ESR-1311.ES1-1988(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 49 2-4=10) BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-181) 108 ( ) 0 WEBS: 2x8 DF SS 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 1'- 2.0" -147/ 720V -3/ 28H 5.50" 1.08 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 10.9" -369/ 72V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -31/ 35V 0/ OH 5.50" 0.06 KDDF ( 625) JT 2: Heel to plate corner = 4.50" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:6,3,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0,100" 1-11-11 f fMAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.016" @ 0'- 0.0" Allowed = 0.117" MAX TL DEFL = -0.019" @ 0'- 0.0" Allowed = 0.156" 12 MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.1" Allowed = 0.029" 6.00 I7 MAX TC PANEL TL DEFL = 0.008" @ 1'- 8.1" Allowed = 0.043" MAX BC PANEL LL DEFL = 0.007" @ 2'- 4.6" Allowed = 0.096" MAX BC PANEL TL DEFL = 0.007" @ 2'- 4.6" Allowed = 0.128" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.016" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.019" @ 1'- 10.9" Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), i load duration factor=l.6, o 00".111111111111111111111 ��' oTruss designed for wind loads in the plane of the truss only. rn W 0 1 6► ME�9 M-3x6 M-3x10 l b 2-10 l y y 1-00 4-00 � < O PR OA? ��� �GI IN /? ?r .- 89200PE r" JOB NAME : POLYGON 3410-D NH LOT 139 NRT - YJ1 .--. .,:• Scale: 0.6791 `y'' .�,.,. ry+. WARNINGS: GENERAL NOTES, unless othenpee noted: if ��"6. Truss: Y J 1 1.Bulmer and erection contractor should be advised Oa General Notes 1.Tee design Is based any upon the parameters shown and la for an individual / OREGON'y • and Warning.before construction commence. building component.AppncabilAy of design parameters end proper L+ A y 2.2a4 compression web bracing must be mstalktl where shown,. Incorporation of component Is the responsibility of the building designer. /J,k }✓ 14 253 ". 3.Additional temporary bracing to Insure stabilAy eating conetrucllon 2 Design assumes the lop and bottom chortle to be laterally braced et V Is IM responsibility of me erector.AddAbnal permanent bracing of T c.c.and at 10 o.c rospectNey unless braced throughout melt length by �„{a.�.� DATE: 4/10/2017 the overall structure la me responsibility or the building designer. 3.sir mp ea bridging sheathing lateraas bn bracing reood airedsheathere a end/or drywaA(BC). �Y'hh Impact g gryofthewhpre ivewn t. SEQ.: K3 0 5 9 6 3 9 4.No load should be applied to any component until goer all bracing and 4.Installation m truss is ms 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 Ing non-corrosive environment, TRANS ID: LINK design In d be polled teen rent ena.rarordrycondme erase. 5.Com uTrus has no control over and assumes no re8.Design assumes full bearing at aA supports shown.Shim or wedge If EXPIRES:. 12/31/2017 P responsibility forihe igna necessary. . fabrication,handling,shipment end Installation at components. 7.Design assumes adequate drainage is provided. April 10,2017 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIMTCA In BCSI,copies of which will be furnished upon request. Ines coincide with loins center lines. 9.Digits Indicate sire of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 19.For bask connector plate design values see ESR-7311,ESR4988(MMM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16,BTR LOAD DURATION INCREASE = 1.15', 1-2=( 0) 49 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. f 2-3=(-123) 68 WEBS: 2x6 DF SS LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 2.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = x.'0.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = '42.0 PSF 1'- 2.0" -205/ 807V -3/ 32H 3.50" 1.17 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 10.3" -291/ 103V 0/ OH 3.50" 0.16 KDDF 1( 625) LL = 25 PSF Ground Snow (PrI 1'- 11.7" -235/ 79V 0/ OH 1.50" 0.12 KDDF ( 625) JT 2: Heel to plate corner = 4.50" LIMITED STORAGE DOES NOT APPLY DUE 13 THE SPATIAL 'PROVIDE FULL BEARING;Jts:5,4,3' 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 IOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NCN-CGNCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" '( IMAX LL DEFL = -0.012" @ 0'- 0.0" Allowed = 0.117" MAX TL DEFL = -0.014" @ 0'- 0.0" Allowed = 0.156" 12 MAX TC PANEL LL DEFL = 0.005" @ 1'- 7.3" Allowed = -0.035" 6.00 MAX TC PANEL TL DEFL = 0.006" @ 1'- 7.3" Allowed = 0.053" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.012" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.014" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 _/ Wind: 140 mph, h=19.7ft, 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. o • ��lM 2 401111111111 ,, 1 I.. 5► ►� 0 M-3x6 M-3x10 1 l 0-10 y . 1-00 2-00 <�cy0) PR ape 89200PE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - YSi1 .! Scale: 0.6822111, WARNINGS: GENERAL NOTES iiir4ess on the isepr noted 7 �OREGON�t� '\� I.Builder and erection contractor should be advleed of all General Notes 1.This design i base.' N upon the parameters shown and Is for an Individual L. ""�I Truss: Y S J 1 and Warnings before mnstmdion commences. building po Applicability of design parameters and proper , 2.2x4 comprestlon web bracing must be Insta1Nd where shown e. Incorpa tiI p M la the responsibility of the building designerQ �" 14 3.Additional temporary bracing to Insure stability during construction Designand batten chords to be laterally brand at is the responsibility of the erecter.Additional permanent bracing of 7 o.c.and t 10' o. -pectNely unless braced ihroughom their length by4.9. .R1:1 .R R 1�{ DATE: 4/10/2017 the overall elmcture is the responsibility f the bukdin tle ca Imp a riga 9 was as plywood aired ng(TC)ownand/+droere6BC). ( 4+ o p designer. 3.2x Impact bridging o7 latest bracing required where Mown+. SE K 3 0 5 9 6 4 1 4.Na load Mould be applied to any component until after ell bredng and 4.Inebriation of truss k the reepomlbnity of the respective contractor. 4' fasteners ere complete and al no gee should any loads greater than 5.Design assume.VA nes are to be used In a non-corrosive environment, deal n bads be applied to any component end ere f dry N.on'of use. TRANS ID: LINK 6.Design s.camp"Ira heanocontolaw.randaeapmeenoraepanamlttyrorth: assumes hd";eadngataisupportseh am Shim or wedge if EXPIRES; 12/31/2017 ' saery. 1 fabs dealg,handling,shipment and talletion of components. 7.Design assumes rat,date drainage is provided. April IO,ZO17 6.This destgn b furnished sub{ed to the limitation set fort by 8.Plates shall be Neat. on both faces of Wes,and placed so their center TP WVICA In SCSI,copies of which ado be furnished upon request. lines coincide vMh k'rt center lines. 9.Digits Indicate stn o':Ise In Inches. MITek USA,Inc.ICofnpuTrus Software 7.6.8(1L)-E /0.For basic nnnectrr;5.ste assign values sea 0511-1311,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 8-10-00 TERMINAL HIP SETBACK 4-05-0C FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 49 2- 6=(-24) 337 6- 3=(-179) 139 BC: 2x4 KDDF #1&BTR 2- 3=(-441) 66 6- 4=(-26) 337 WEBS: 2x8 IF SS; LOADING 3- 4=(-441) 66 2x6 KDDF #2 A LL = 25 PSF Ground Snow ;Pg) 4- 5=( 0) 49 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 10.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 32.1)= 32.1 PLF 0'- 0.0" TO 8'- 10.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 251.5)+DL( 70.4)= 321.9 LES @ 9'- 5.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" 1'- 2.0" -86/ 699V -33/ 33H 5.50" 1.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 8.0" -114/ 699V 0/ OH 5.50" 1.05 KDDF ) 625) Unbalanced live loads have been REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. considered for this design. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE.LOAD. TOP JT 2, 4: Heel to plate corner = 4.50" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 3.100" MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.015" @ 0'- 0.0" Allowed = 3.117" 4-05 9-05 MAX TL DEFL = -0.020" @ 0'- 0.0" Allowed = C.156" 1' 4,321.900 '1' MAX LL DEFL = -0.032" @ 4'- 5.0" Allowed = 0.279" 12 12 MAX TL DEFL = -0.044" @ 4'- 5.0" Allowed = 0.372" MAX LL DEFL = -0.015" @ 8'- 10.0" Allowed = 3.117" 6.00 Q 6.00 MAX TL DEFL = -0.020" @ 8'- 10.0" Allowed = 5.156" 11M-4x4 MAX LL DEFL = 0.002" @ 9'- 10.0" Allowed = 0.100" MAX TL DEFL = -0.002" @ 9'- 10.0" Allowed = 0.133" 3 4.0" SEASONED LUMBER IN DRY SERVICE CONDITIONS 11.11% MAX HORIZ. LL DEFL = 0.002" @ 7'- 5.2" MAX HORIZ. TL DEFL = 0.003" @ 7'- 5.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ���' � � in the plane of the truss only. dlltl 2 9 M I.I I.I 0 0 1 �� 7►1�1 1�1 �� 6 24 9 5 0l 0 M-3x6 M-3x10 M-1.5x9 M-3x10 M-3x6 l l l 4-05 9-05 l l l l 1-02 6-06 1-02 J• l l l 1-00 8-10 1-00 cc'�cp PR OPEQS ' :9200P r' JOB NAME : POLYGON 3410-D NH LOT 139 NRT Z1' / 'dl°' Scale: 0.5582cr- WARNINGS: GENERAL NOTES, sae otherwise noted: , OREGON, 1.Builder and erection contractor should be advised of all General Notes 1.This designbased Y upon the parameters shown and Is for en individual /ar (R LG 'V t Truss: Z1 and Warnings before construction commences, building po ntA„:llcab88y of design parameters and proper L•' �} Aa" ` 2.2a4 compression web badng must be installed where shown+. incorporation f pa' nt is the responsbtey of the building designer. �/"ti 7 7" A t2= t -M�. 3.Addional temporary bracing to Insure stadia),during construction le,v2.Design assumes the(op and bottom chords to be laterally braced at S..( W �+ 11 Is the respanAbItty of the erector.Additional permane4 bracing of codT o i and et ea hin respectively as plywood ly unless braced throughout their length by .F:i FI 1 LL DATE: 4/10/2017 the overall structure A the reeponelbulty of the building designer. ZiImpaussdgingl at atehssac cog required where and/or dryweg(BC). '''`��' 3.Zi Impact bridging or afetal bracing yatthwhere Mown,a SEQ. : K 3 0 5 9 64 2 4.No bad should be applied to any component until after all bracing and 4.Installation o/truss la the responslbgse of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ofuse. 5.CompuTrue has no control over and assumes no responsibility br the S nDesceignss assumes Ng beefing at aN supports shown.Shim or weeps if EXPIRES: 12/31/2017 fabrication,handling shipment and installation of components. sssry .l r� .I T.Design estawmeaadequate bedrainage laprovided. A f)I IO,G�17 6.This design is furnished wiled to the limitations set forth by S.Plates shall be located on both taxa of truss.and placed so their center P TPIPARCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center linea. MITek USA Inc./Com Trus Software 7.6. 9.Digits Indicate size of pate in inches. PU 81L E( Io.For bask connector pate design values see ESR-1311,ESR-1988(MITek) rl . •, This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 5.0" , IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #158TR LOAD DURATION INCREASE = 1.11 1-2=( 0) 49 2-4-(0) 0.' BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-186) 115 WEBS: 2x8 OF S5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 2.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG'AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD 110.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIF 1'- 2.0" -150/ 725V -3/ 28H 5.50" 1.09 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 10.9" -381/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 4'- 5.0" -15/ 37V 0/ OH 5.50" 0.06 KDDF ( 525) JT 2: Heel to plate corner = 4.50" LIMITED STORAGE DOES NOT APPLY DUE 20 THE SPATIAL 'PROVIDE FULL BEARING;Jta:6,3,4I REQUIREMENTS OF IBC 2015 AND IRC 20".5 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE'EGAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CCNCURRENTLY. 1-11-11 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0:100" f ' MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" @ 0'- 0.0" Allowed = 0.117" MAX TL DEFL = -0.019" @ 0'- 0.0" Allowed = 0.156" 12 MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.1" Allowed = 0.029" 6.00 17' MAX TC PANEL TL DEFL = 0.008" @ 1'- 8.1" Allowed = 0.043" MAX BC PANEL LL DEFL = 0.009. @ 2'- 6.7" Allowed = 0.117" MAX BC PANEL TL DEFL = 0.009" @ 2'- 5.3" Allowed = 0.156" SEASONED LUMBER IN DRY SERVICE COND 1TIONS MAX HORIZ. LL DEFL = -0.017" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.020" @ 1'- 10.9'' Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. / Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10;. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS.(Dir), '' load duration factor=1.6, .. 9....4A111101ill1Truss designed for wind loads I in the plane of the truss only. I 2 • v. o W I6�50 116:5104 o ,rM-3x6 M-3x10 y _.._.-4 3-03 l 1 --, 1-00 4-05 ��„iv P R 0��`S'S " 89200PE c JOB NAME : POLYGON 3410-D NH LOT 139 NRT - ZJI Scale: 0.6869 ..o �' WARNINGS: GENERAL NOTES fes othervdsenoted OREGON w 4, I...and erection contractor should be advised of all General Notes 7.This deal" h based y open the parameters shown and is bran Individual 7 (l V 4J1 VA N "tl Truss: Z J 1 and Wamings before congestion commences. building component. ppdoabillty of design parameters and proper �} (� 2.2a4 compression web bradng must be installed where Mown+. incorporation f COMA:hard Is the reeponstbNlty of the bulWing designer. �/1 7 " 14 i�,it �. 3.Addlbnal temporary bracing b Incurs stability during construction 2 Design a the`p and bottom chorda to be laterally braced at ,pa Is the ro siblN f the aredor.Additional permanent bracing of 7 o c and t 7G vedlvety unless braced throughout their length by ��/ R�. �1 1/1 W"" h/o continuo shsthl g h as plywood sheathing(TC)and/or drywall(BC). '£/(y L+ Y DATE: 4/10/2017 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging m Aierel basing required where shown s.. SEQ.: K30"9643 4.No load should be epplled to any component until after all bracing and 4.IDnsteRatonof truss Is he rdsese ree.pssibto be usyyof df tae respdivie e contractor.fasteners are complete and at no gine should any loads greater than gn assumes e environment, TRANS I D• LINK design made be applied to any component and are for dry coned.onof use. 5.Campuims has no control over end assumes no responsibility for the 8.Design assumes fop tcu;Ing at all supports shown.Shim or wedge if EXPIRES: 12/3112017 fabrication,handling,shipment end installation of components. 7.Design assumes soer.._te drainage is provided. April 10,2017 6.This design Is furnished cabled to the limitations set forth by e.Plates shall be located on both faces of truss,end placed Sc their center TPVWfCA In SCSI.copies of which eel be furnished upon request. lines coincide with Net carder linea. 9.Digits satinches.MTek USA Inc./Com uTrue Software 7.6.8(1L)•E 10.For basic connects'data design values see ESR-1311.ESR-1988(MiTek) 1'i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 5.0„' IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC. 2x4 ROOF #168TR LOAD DURATION INCREASE = 1.11.E BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1-2=( 0) 49 2-9=(0) 0 WEBS: 2x8 DF SS 2-3=(-68) 25 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 = 110.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = .42.0 PSF 1'- 2.0" -47/ 469V -9/ 56H 5.50" 0.70 KDDF 625) OVERHANGS: 12.0" 0.0" 3'- 10.9" -26/ 55V 0/ OH 1.50" 0.09 KDDF 125) LL = 25 PIF Ground Snow (Pg!, 4'- 5.0" -25/ 37V 0/ OH 5.50" 0.06 KDDF-, 625) AT 2: Heel to plate corner = 4.50" LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL (PROVIDE FULL BEARING; 6.3 9 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [C [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 80 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowedllowed = 0.100" 3-11-11 MAX TL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" fMAX LL DEFL = -0.021" @ 0'- 0.0" Allowed = 0:117" MAX TL DEFL = -0.023" @ 0'- 0.0" Allowed = 0.156" MAX TC PANEL LL DEFL = 0.015" @ 2'- 4.1" Allowed = 0.178" 12 MAX TC PANEL TL DEFL = 0.017" @ 2'- 2.8" Allowed = 0.267" 6.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.021" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.024" @ 3'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. WWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N oil O 2 ATI 1MIIW , O 0 1 6� �'�4 M-3x6 M-3x10 l ' 3-03 J• y y • 1-00 9-05 R p h ry P Op, S)\� I 'l9 /LTi :9200P ter' JOB NAME : POLYGON 3410-D NH LOT 139 NRT - ZJ2 ,, t-4e' Scale: 0.6119 Kms 40 J;,�a'r„`. WARNINGS: GENERAL NOTES, _Nese on the p e noted' "�J OREGON ev:' I.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters mown and Is for an Individual / Truss: ZJ2 and Wanings before construction commences building component.Applicability of design parameters and proper �� ��A �44 2.204 compression web bradng must be installed where shown« Incorporation of component Is me responsibility of the building designer. L^` { \ 3.Additional temporary bredng b Insure stability during construction 2.Design assumes the top end bottom chortle to be lalerelly braced at +�,[ / . la me responsibility of the erector.Additional permanent bracing of 2 c.c.and et 10 o c reapedhaty unless braced throughout melt length by a,,,� '�� DATE: 4/10/2017 Me overall structure la me respondblllty Drina building tleslgneG continuous sheathing such as pywood sheathing(TC)and/or dryv all(BC) ' 3.2x Impact bridging or lateral bredng required where shown«« SEQ.: K3 0 5 9 6 4 4 4.No load mould be applied to any component until altar all bredng and 4.Inatalletbn of truss M the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a nen.00nosNe environment, TRANS ID: LINK design loads be applied to any component. and are tar dry aondtiae"05055. 5.CompaTres has no control over and assumes no responsibility for the 6.Des ign assumes Nil bearing at al supports maven.Shim or wedge n Cv�I p�C `. 12/31/2017 `3 / as .a fabrication,handling shipment and Installation of components. ry .l C/ql f1L /fJ u f 7.Design assumes adequateoberhl tags istruss, provided. April I O,20 1 7 8.This dealgn is furnished eubJed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their anter TPW✓1CA in BCSI,copies of which Ml be furnished upon request. tins coindde with Joint center lines. MiTek US Inc./Com uTrus Software 7.6.8 1 E E 9.Digits indicate size of plate in inches. A P ( )- 10.For beak connector plate design values see ESR-13I1,ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @16&M LOAD DURATION INCREASE = 1.1) ' 1-2=( 0) 49 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-123) 68 WEBS: 2X6 DF SS LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = . 2.0 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 1'- 2.0" -205/ 807V -3/ 32H 3.50" 1.17 KDDF (,625) OVERHANGS: 12.0" 0.0" 1'- 10.3" -291/ 103V 0/ OH 3.50" 0.16 KDDF (., 625) LL = 25 PSF Ground Snow (P¢; 1'- 11.7" -235/ 74V 0/ OH 1.50" 0.12 KDDF ( 625) OT 2: Heel to plate corner = 4.50" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING)Jts:5,4,3I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPVERTICAL 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" 1-11-11 MAX TL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.133" 1MAX LL DEFL = -0.012" @ 0'- 0.0" Allowed = 0:117" MAX TL DEFL = -0.014" @ 0'- 0.0" Allowed = 0;156" 12 MAX TC PANEL LL DEFL = 0.005" @ 1'- 7.3" Allowed = 0.035" 6.00 MAX TC PANEL TL DEFL = 0.006" @ 1'- 7.3" Allowed = 9.053" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.012" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.014" @ 1'- 10.9" Design conforms to main windforce-resisting ' system and components and cladding criteria. 3 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D;i r), load duration factor=1.6, Truss designed for wind loads '' v .)' in the plane of the truss only. , o m 2 9A�ii. . ,..0.1111111111 0 M-3x6 M-3x10 1 l 0-10 l l l 1-00 2-00 . ��\NQ P R Opt `NGIN .'V /ate✓. �� 89200PE JOB NAME : POLYGON 3410-D NH LOT 139 NRT - ZSJ1 � i Scale: 0.6822 ' WARNINGS; GENERAL NOTES deaeotherewe.noted: "S7 OREGON 1.Builder and erection contractor should be advised of al General Notes 1.This design',based o.ly upon the parameters shown and is for an individual -� Truss: Z S J1 and Warning.before construction commences building component.App kebilny of design parameters end proper L�� t! 2.0 -i- 2. 2.2s4 compression web bradng must be Installed where shown 0. Incorporation f portent N the responsibility of the building designer. �7 14 {�s 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top era bottom chords la be Iaierelty braced at Y is me responsibility f the erecter.Atltlitlonal 1 bracing f 2 o.c.and t 10' pectNely unless braced throughout their length by C"R R I�r S/'a ly o permanen g o continuous sheathing ouch as plywood sheathing(TC)and/or drywall(BC). ,(V 4 DATE: 4/10/2017 the overall structure is the reaponeibilily of the building designer. 3.2a Impact bridging os,lateral bracing required where Mown++ 4.No load should be applied to any component until eget all bracing and 4.Installation of Wes IK'thq responsibility of the respective contractor. , SEQ.: K3059646 fasteners are complete and at no time should any loads greater then 5.Design ssesaretobeusedin.non<orraslveenvironment TRANS ID: LINK design bads be applied to any component. endgrreamuses f dry .leeriga,supportswedge 5.GompuTruahas nocontrol over and assumes noresponsiMltyfor the 8 mmmarY cell sarin t it .nawn Shimg EXPIRES: 12/31/2617 rabdoation,handling,empmentand Installation ofcomponents. 7.Deegnassumesedegearsdrainageisprovided. April 10,2017 8.This design is furnished subject to the limitations sat forth by 8.Plates ahell be bcatyd on both faces of buss,and placed so their center TPbWTCA In SCSI.copies of MO will be furnished upon request lines coincide with Jo'nt center lines. 9.Digits indicate size a,pate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(11)-E 10.For basic conneoto,Piata design values sae ESR-1311.ESR-1988(MiTek) • • This design prepared from computer input by I� Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" ; IBC 2015 MAX MEMBER FORCES 4WR/DDF/CT11.00 ' TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 49 2-4=(0) G•'. BC: 2x4 KDDF fl&BTR SPACED 24.0" O.C. 2-3=(-60) 22 WEBS: 2x6 DF SS ' 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 1'- 2.0" -131/ 700V -11/ 62H 3.50" 1.01 KDDF0625) OVERHANGS: 12.0" 0.0" 1'- 10.3" -327/ 83V 0/ OH 3.50" 0.13 KDDF 525) LL = 25 POE Ground Snow (Pg; 3'- 11.7" -29/ 62V 0/ OH 1.50" 0.10 KDDF (.625) JT 2: Heel to plate corner = 4.50" 12 6.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IpROVIDE FULL BEARING;Jts:5,9,3 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 1DPSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 0'- 0.0" Allowed = 0.117" 3 -1 MAX TL DEFL = -0.015" @ 0'- 0.0" Allowed = 0.156" MAX BC PANEL LL DEFL = 0.001" @ 1'- 6.5" Allowed = 0.018" MAX TC PANEL TL DEFL = -0.002" @ 1'- 7.6" Allowed = 0.276" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.013" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.015" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 29 •M-3x6 y l 0-10 k y y 1-00 2-00 1-11-11 c„:34- j NE R• � 89200PE ' ' JOB NAME : POLYGON 3410-D NH LOT 139 NRT - ZSJ2 ., Scale: 0.8317 ',arm .41670 : '","Wa WARNINGS: GENERAL NOTES, unless othenose noted: © OREGON(�(T) 40 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 (l L7i.d I V s� Truss: ZSJ2. . and Warnings before construction commences. building component.Applicability of design parameters and proper - '+", Ak 2.204 compression web breOng must be installed where shown e. incorporation of component is the responsibility of the budding designer. 1"s 1 3.Additional temporary bracing to Insure etabllny tluring construction 2 Design assumes the top and bottom chortle to be laterally braced at �w( �` Ie the responsibility of me erector.Additional permanent bracing of 7 a.c.and at 10 c c reapedWely unless bncetl throughout their length by '@'4' DATE: 4/10/2017 me overall structure is mere vex f me bulking designer. continuous sheath ng such as plywood sheathing(TC)and/or drywen(Bc). R R'4 .pori ttY o 3.20 Impact bridging or lateral breang required where shown++ SEQ.: K3 0 5 9 6 4 7 4.No load should be applied to any component until atter all breang and 4.Installation of truss is the respumlbliny of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-oorrosle 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 and assumes no responsibility for the R.De Mcogn�aswmes Ng bearing al an supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling.Mlpmant and installation of components. ry. 7.Platassumes adequate on dboth Is trusise April 10,20 17 e.This design is furnished.ages b the limitations set forth by B.Plates shall be located on bon races onrues,and placed so their center TPIANTCA In SCSI,copies of which will be fumished upon request. line coincide with joint inter lines. MITek USA Inc./Com uTrue Software 7.6.81L B.ForDlg aIs elseorplateinches. P ( 1.For baskrifesizeconnector stiesin designc values see ESR-1311.ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensio:-s shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) Damage or Personal Injury MIMIDimensions are in ft-in-sixteenths. li4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS 9 g,is always required. See BCSI. 0'1 �� 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IIIIIIIMIE IL\111LKAltep bracing should be considered. ■_ 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. E O 4. Provide copies of this truss design to the building C7-8 `C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'hv from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING:AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. expressly pthis desin is not vPorl use with fire retardant, reservatie treated, green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ii=1111P reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®-0 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for MetalMI project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. M iTe ke, is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet'MII-7473 rev.01/29/2013