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Plans (199) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 01&BTR; LOAD DURATION INCREASE = 1..5 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 SPACED 24.0" S.C. 2- 9=( 0) 0 8- 9=(-387) 539 4- 9=(-284) 490 2x6 KDDF qlb BTR Ti 3- 9=(-545) 308 9- 6=(-185) 998 9- 5=(-169) 138 BC: 2x4 KDDF STANDR LOADING 4- 5=(-566) 370 WEBS: 2x9 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF - LL = 25 PSF Ground Snow (Pg) , BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA NOTE: 2x4 OPACIOR AT LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS SOC TOS. FOR AS NOT SHEATHED RIQUIRD STORAGE DOES NOT APPLY DUE 12 BEANIAL 2'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 ANDNOT INC 2012-NOT BEING MET. 1 - 965 -25" 69/3778V O0/318V 0/ OH OH 15 27'- 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR LOPS£ LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x9 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=1/290, TL=1/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL= 0.015" @ 19'- 11.0" Allowed= 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed= 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed= 0.133" 1-00 27-06 MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" f fMAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 T T T T T T 12 =M-4x4+ 2 12 Design conforms to main windforce-resisting ;.;\ 10.90 10.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (AL1 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. :-4x6 M-1.5x3 IIIIIIIIIIIIIIIIIII, 4 Fy F��y AL1 _ AI - M-3x� M-5x12(S�S,r M-3x4 << ,d r n O/1E4 M-J, y l ���J �‘,\I N 4- /� 7-07 J' y 19-11J. $97$2PE 'v" 1-00 27-06 ye OOP' • JOB NAME: 3413-A REV. POLYGON NW - B1 Scale: 0.1890 L, �Y�, ow GENERAL NOTES unless otherwise noted' OREGONE15:), T WARNINGS: `l '�'� 1 Budder and s before contractor should be advised of all General Notes 1.This i design I.he my upon the parameters as shown and b for an individual Gq A y. A 4'� Truss: B 1 and Warnings eunsirudlon commences. bolding po po-entApplicability et design parameters and proper ` _\ 2.254 compression web bradng must be Installed where shown+. Incorporation of neepopent b the responsibility of the building designer. 4 3.Additional temporary bracing to Insure stability during construction z.roe.Desigal i b the top and bottom 550choba c he laterally braced at P.A U l I" 7 o.c.and at 10 o.e,reapectivety unless braced throughout their length by L+' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 11/30/2015 the overall structure is the responsibility of the budding designer. 3.2+impact bridging or leered bredng required where shown++ SE : K15 60 7 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of iron is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trussed are to be used In a non-corrosive environment. EXPIRES: : 1 2/e7�j d i L2O1[J` design bade be applied to any component. and are for medry condition"of use. TRANS ID: LINK B Designeawehdibearing atedsuppodeMown.Smmorwedge if November 30,2015 5.CompuTrue hes no central over and assumes no responsibility for the ssary, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate dralnege is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center TPIA TCA In BCSI,apes of which WI be furnished upon request. 5.lineDigits iindde with tl cab We e:tpcenter lines. •MITek USA,InciCornpuTrus Software 7.6.6(1L)-Z 10.For beat connector plate design values sae ESR-1311.ESR-1588(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 90-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 ROOF #1&BTR 2- 3=( -9059) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -9054) 2199 7- 8= (-2814) 11598 2x6 KDDF 02 A (-2136) 9789 7- 3= LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 9=(-9539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0".TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 977.1)+DL( 344.4)= 821.5 PLF 0"- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. 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 2012. 0'- 0.0" -2759/ 12176V -314/ 314H 5.50" 19.48 KDDF ( 625) III ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.98 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: AAA9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 208 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.091" @ 20'- 2.0" Allowed = 1.329" 13-09 MAX TL CREEP DEFL = -0.189" @ 20'- 2.0" Allowed = 1.772" 13-09 f ,r MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" 7-05-12 6-03-04 T 6-03-04 7-05-12 MAX HORL2. TL DEFL = 0.053" @ 27'- 0.5" 1' . 1 f f 12 12 Design conforms to main windforce-resisting 10.90 M-4x10 system and c 10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, components and cladding criteria. 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x6 M-3x8 M-5x16 M-5x16 AA140 lam It 0 1 M-4x10 17M-10x10 M-4x10 o M-7x8(5) y y y y y 0 PROF 6-05 6-05 7-04 Vl y y <. GINE c15-06 12-00 N ` /04� f ,yy ,,- d27-06 ` ` :9782PE r''" JOB NAME : 3413-A REV. POLYGON NW - B2 i .,,. Scale: 0.1866 WARNINGS: GENERAL NOTES, M s otherwise noted INIII tee�� 40 Truss: B21.Builder and erection contractor should be advised of all General Notes 7.This design d based lig upon the parameters shown and le bran individual "57 OREGON C�'` and Warnings before construction commences building component.Applicability or design parameters and proper rt, 2.W4 compression web bracing must be installed where shown. T incorporaho I pd M is the responsibility of the building aealgner, �y ��y �' 3.Additional temporary bracing to Insure stability during construction 2 DaNgn B the lop end bottom chords to he nerdy braced at Is the responsibility of me erector.Additional permanent bracing of 7 o c end at tU a.e.reepectNety uMeea braced throughout their length by �,r DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 74 impact sheeting amch as plywood sheathing(TC)end/or tlrywaA(BC) '` � (' .� 4.No load should be applied to any3.2a Impact bridging or lateral bracing required where Noon. U `` SEQ.: K 15 60 7 7] pP component until alter all bredng end 4.Installation of boss is the responsibility of the respective conlredo, fasteners are complete and et no time should any loads greater than 5.Design assumes mases are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component Cedars for dry onamlamuse. 5.CompuTrue has no control over and assumes no responsibility for the S.Deassa assumes m'1 bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/ 018. fabrication,handing,shipment and Installation of components. ry Designte.aawmel negate fanthdrainagefIs providtome d. and 30,2015 5.This design h furnished subject to the limitations sal forth by 8.Plates shag be bated an both feces of tome placetl so their center TPIANTCA In BCSI,coons of which coq be&mined upon request. Anes coincide with Joint center line. Wel(USA.Inc./CompuTrus Software 7.6.6(iL}E 9.Digits indicate size of plate in Inches. 70.For basic connector plate design values sae ESR•737 t,ESR•7aS5(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 16'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER 4PRCIEICATIONS TC: 204 RIDE 01&BTR LOAD DURATION INCREASE O.C.C 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF 01PBTR SPACED 24.0" Osystem and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF F (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 Pload duration factor=l.6, TOTAL LOAD = 92.1 PSP End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 POE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR DSPAC LION LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 8-00 8-00 T 12 12 I114-4x4 10.90 10.90 7 2 AIN Ai IIII hihib. 1 o Y =M-4x4 .M-4x9 cOPRQ y yy ta � G 16-00 1-o0 � k fe C, .�' * 89782PE 9r JOB NAME : 3413—A REV. POLYGON NW — GGE • Scale: 0.3299 ,r 10 WARNINGS: GENERAL NOTES, unless otherwise noted. "-yam OREGON�vy� 1.Builder and erection contractor should be advised of all General Note. 1.TMs design Is based only upon the parameters Mown and Is for an individual 1J Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper y V C\.h 2.Zol compression web bradrp must be installed where shown+. Design Incorporation al component is IM m chords to of the lids bra designer. H J 2.Design and 1'the top end bottom chorda to d t rougho braced at /♦�� 3.Additional temporary bracing to insure stability during construction 7 o.c.and at 10 a.c.rosy cthaty mdccc braced throughout their length by "1 �' ,+` �0 la the respondbillty of the erector.Additional permanent bracing of continuous sheathing such as ptywnod sheathing(TC)and/or drywati(BC) U4,. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required eters shown++ Na load Mount be applied to any component until after all bradng and 4.Installation of trues is the responsibility of the respective contractor. REQ.: K 15 6 0 7 7 8 4.fasteners are complete and at no time should any loads greater than B.Deelgn assumes trusses are to be used Ina non-aorroawe environment, and are for"dry condition"of use. T RAN S I D• LINK design loads be applied to any component. 6.Design assume.Ml bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 S.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. NI as their centerNovember 30,2015 S.This design is furnished subject to the limitations let forth by S.Platte shall be locaith ted on both ther lffa es of tress,a plan TP WyfCA In BC31,copies of which will be furnished upon request. lines. g,Digits indicate etre of plate in inches. MiTek USA,)no./CompuTrus SORwere 7.6.7(1L)-E 10.For basic connector plate design values see EBR-1311.ESR-1955(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC; 2x9 KDDF #16,BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1SBTR SPACED 24.0'0.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been End sial(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Trusss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 T 1' 13-03-01 6-08-07 6-08-07 13-04-09 T T 12 IIM-4x4 12 7.50 11111__1__ III Q 7.50 M-3x5(S) M-3x5(S) ^Y IiIIiIIIIIiii . 41 o M-3x5(5) M-3x5(5) M-3x9 0 M-3x4 15-09-08 y 8-04 - y 15-11 c ' GIN ��0 40-00-08 -at 1-00� �q �% Q � 15) J82PE TC"` JOB NAME : 3413-A REV. POLYGON NW - Cl -- . ..,,.,..• Scale: 0.2000 WARNINGS; GENERAL NOTES, unless oihentee noted t,,,. Truss: Cl 1.Builder and erection contractor should be advised of al General Notes 1.This designbased lly upon the parameters shown and Is for an individual -7 OREGON dam. and Warning.before construction commences. building component.Applicability of design parameters and proper v, 2.2x4 compression web bracing must be Installed when shown o. Incorporationfcomponent Is IM responsibility of the building designer. ,may 4� E �r t']� 3 Additional temporary bracing b Inure stability during construction 2.Design assumes the top end bottom chords la be laterally braced sl 7 a� '[- Is the responsibility of the eraser.Additional permanent bracing of 7 tiAc.tin isu at 10'ac rsanh.5 sty unless bread throughout their length by /w �`, DATE: 11/30/2015 the overawdructurelathe responsibility ofthe botimngdesigner. 2.0lopndbddgIngsrlattenaapcwgoduired Eerc)andmrarywex(ec) r, p i..+� C3. 'v 3.In Impact bdaging or lateral bracing required where Mown V T SEQ.: K1560779 4.No load dauldbeapplied toany componmuntiagerall bndngend 4.matallationor9uuis the responsibility ofthe respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses ere to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and Sr.for dry anamen or use. 12/31/2016 5.CompuTrus Haan control over and assumes no reaponaaliry ler the H.Design assumes full bearing at all supporta atrown.Shim or vrodga If EXPIRES: fabrication,handling,shipment end Installation of components. 7,Design as, adequate drainage is provided. S.This design Is furnished subpect to the limitations set forth by S.Plates anal be located on both faces of truss,and placed so their center November 30,2015 TPUWTCA In SCSI,copies of which MI be furnished upon request. linea coincide with Joint center lines. MiTek USA,IRc./CompuTfua Software 7.67(1 L}E 9.Digits indicate size of plate In Inches. 70.For basic connector;sale design values see ESR-1311,ESR-t9138(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS .. TRUSS SPAN 40'-' 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 SPACED 24.0 O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 WE; 2x4 KDDF STANDR 3- 4=(-2032) 1105 10-11=(-195) 1440 3-10=(-674) 563 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD= 42.0 PIF 7- 8=7 0) 83 5-12=(-262) 573 12- 6=(-297) 346 OVERHANGS: 0.0" 16.5^ LL = 25 PSF Ground Snow (Pg) 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 2012. 0'- 0.0^ -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0^ Allowed = 1.956" MAX TL CREEP DEFL=-0.250" @ 15'- 9.5" Allowed= 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed= 0.138" MAX TL CREEP DEFL =-0.010" @ 41'- 5.0" Allowed= 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 f Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. T ' T T 1 f ' Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 Q 7,50 load duration factor=l.6, .7.50 4.0" End vertical(s) are exposed to wind, 4 "1"( Truss designed for wind loads „\ in the plane of the truss only. M-Sx6(S) M-5x6 .25" 0.25" qe M-1.5x3 M-1.5x3 o /o I4111A /\/iiii6 ;: . p PRpfi S. o 1' -3x6 M-3x4 0.25" 0.25" M-3x4 _` 4 6 i ��� oo M-5x6(S) M-5x6(S) ,,0 � AGINrR /0 l ) 1 l l 1• V 8-02 7-07-08 8-04 7-07-08 8-03-08 y y :97$2PE c'' . • y 40-00-08 1-04-08 , .adi, JOB NAME: 3413-A REV. POLYGON NW - C2 ✓ F 'i i Scale: 0.1555 "7 ••s EGON WARNINGS: GENERAL NOTES, udess otherelSe noted I6 O SP 1.Builder end erection conlredor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual +���A 4 ,(� Truss: C2 and Wambgs before co/Wax:Son commences. building component.Applkablllty of design parameters and proper 1 re„ 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design and at the tap and bottom ct S bran d t ro ghorally braced et 11 1 1 L '' T o.c.eM et 10 e.c,raspectwely unless braved throughout their length by r"'{U 1+. le the responsibility of the erector.Addtional permanent bradng of continuous.heathhrg such as ptywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility or the building designer. 3.2x Impact bridging or lateral bredng required where shaven** S C' Ki5 6 0 7 8 0 4.No bad should be applied to any component until after all bracing and 4.InstallationDesign of true ise resare be f the enespocroe contractor.4• asienersancomplete and alwtmeshould any bads greater than anessumea EXPIRES: 12/31/2016 design bads be applied to any component. end are for"dry condition"bearing of use. TRANS ID LINK pd pons s.Deaen rysumeaNnbe.ringa aNeapponashom.snlmorwedge8 November 30,2015 5.Com Trus has no control over and assumes w responsibility for Me fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This dedgn N furnished subject to the limitations set forth by 8.Plates shell be located on both faces abuse,and placed so their center TPt,KCA In SCSI,copies of which MN be furnished upon request. g,leess oindIndicate size of center plata eililines. inches. MiTek USA,Inc.ICempuTrus Software c7.6.6-SP2(1L)-E 18.For basicwnnedor plata design veluea see ESR-1311,ESR-19e13(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4C'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=1-1458) 3621 11- 2=1 -405) 1158 6-16=(-473) 1050 BC: 204 KDDF R16BTR SPACED 24.G" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=1 -791) 555 16- 7=(-686) 568 WEBS: 204 KDDF STAND 3- 4=1-2251) 1067 12-14=1 -766) 2440 12- 3=1 -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=1 -26) 64 3-14=( -618) 363 17- 8=1-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1929) 1166 15-16=1 -196) 1380 13-14=1 -87) 0 BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-1969) 1088 16-17=1 -504) 1759 14- 4=1 -197) 180 TOTAL LOAD= 42.0 PSF 7- 8=1-2474) 1157 17- 9=1 -728) 2080 14- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=1 -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 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 = 0.197" @ 13'- 4.0" Allowed= 1.956" MAX TL CREEP DEFL= -0.344" @ 13'- 4.0" Allowed= 2.608" MAX LL DEFL= -0.008" @ 41'- 5.0" Allowed= 0.138" 19-11-08 MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed= 0.183" 20-01 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HOAR. TL DEFL = 0.159" @ 39'- 7.0" f f f f f f f f f 12 7.50 M-4x6 12 Design conforms to main windforce-resisting Q 7.50 system and components and cladding criteria. 4.0" M-3x5 6 .n! Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (�� (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), M-5x6(S)" load duration factor=1.6, M-Sx6(S) End vertical(s) are exposed to wind, Truss designed for wind loads 0.25 .25" in the plane of the truss only. . ti N 14-3X43141111 Abir,M-'1.5x3 M-3x5 2 /Ali qp ul M-3x8`�� Cr 0tO of 1 M-3x4+ M-3x4 0 13 15 10 17 \o fid' o o M-3x4+ 0 M-1.5x3 0.25" M-3x4 M- 6 M-5x8 0 d 3.75 M-4x10 M-5x6(5) i\EPR OF4:0 12 ROpF12 y y y y y ) y y GINE rOS-1� 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 C•0 2yy2-04 10-10 26-10-08 1-04-08 .9782E Py 40-00-08 JOB NAME: 3413-A REV. POLYGON NW - C3 '" ....011,Scale: 0.1297 '®/ OREGON WARNINGS: GENERAL NOTES, unless otherwise noted: 9 �� Truss: C 3 Buider and erection contractor should be advised 01.1 General Notes 1.This design is based only upon the parameters shown and le for an individual and Warnings before construction commences building component Applicability of design parameters and proper '9/5) qiiY .�5 ` (,p� 2.2x4 compression web bredng mud be installed where shown o. Incorporation of component is the re•ponsiblity of the building designer, ,i. -t 3 Addglonel temporary bracing to insure Raba/during construction 2.Design assumes the tap and bosom dards to b•laterally braced et fr" �� i;\74 �}. Is the responsibility of the erector.Additional permanent bracing of wn.c.and et 70'^.c.respectively unless braced throughout(heir length by 1 DATE: 11/30/2015 the overall structure Is the responsibility of the building dealgnec continuous sheathing each as plywood aheatmng(TC)and/or drywall(BC). 4.No bed should be applied to any3.2x loped bridging or lateral bredng requked where shown t a SEQ.: K1560781 listenersare am ensatncome should anytilIads all bracing and 4.Installation of truss Is the nate be useddof the respective contractor. p• greater than 5.Deco ere assumes trusses ere to be In a noncorrosive environment, TRANS ID: LINK design badabeapplbdlaany componant 8.andgnaor"dry Nnb:ensueil.apporiaef°wn.snim°rmedg.n EXPIRES: 12/31/2016 5.CompuTrua has no control over and assumes no responsibility for the November 30,2015 fabrication,handling.shipment and installation of components.. necessary. co 8.Thk design k furnishedsubject to the Imitations set forth by T.Design assumes adequate drainage Is provided. B.Plates shell be located on both has of truss,and placed so their anter TPVWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint anter Ines, MITek USA int./CompuTrus Software+7.6.65P21 L 9.Digits Indicate size of plats In inches. ( )-E 10.For beef°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 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1- 2=1-4154) 1835 1-10=(-1958) 3603 10- 2=1 -905) 1153 19- 6=(-586) 996 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=1-1311) 3212 2-11=1 -787) 555 6-15=(-473) 1053 3- 4=(-2252) 1066 11-13=( -766) 2427 11- 3=1 -28) 399 15- 7=(-688) 568 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2169) 1170 12-14=( -26) 63 3-13=1 -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1929) 1165 14-15=1 -202) 1369 12-13=( -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1972) 1106 15-16=1 -503) 1748 13- 4=1 -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=1-2485) 1229 16- 9=( -769) 2083 13- 5=1 -503) 1033 8- 9=(-2610) 1087 13-19=( -396) 1711 **-For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 749 BOTTOM CHORD CHECKED FOR A 20 PDF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 2980 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197^ @ 13'- 4.0" Allowed= 1.956" MAX TL CREEP DEFL=-0.343" @ 13'- 4.0" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" 19-11-08 20-01 MAX HORIZ. TL DEFL= 0.158" @ 39'- 7.0" 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 Design conforms to main windfocce-resisting f •( '( f T 12 12 system and components and cladding criteria. 7.50 M-4x6 '<]7.50 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 .h( load duration factor=l.6, End vertical(s) are exposed to wind, \ Truss designed for wind loads M-Sx6(S)M-3x55 M-Sx6(S) in the plane of the truss only. 0.25" 0. 5" M-3x4 M-3x5 2 M-3x8 M-1:5x3 dr- / AllAIPAIlkhh 1O of :f' M-5x6 11 13^ is >.6 'e 4. 1 M-3x4+ M-3x4 oi M-1.5x31 14 0.25" M-3x4 M-3x6 I o M-3x4+ O 0 M-5x8 d 3.75 M-4x10 M-5x6(5) 12 R y p oPeCG l l l l y y l ,. • SN4 / 2-04 5-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 � 19 Q� yy y • �' 2-04 10-10 26-10-08 '� :9782PE c- ,L. y 40-00-08 Air ,..ogle JOB NAME: 3413-A REV. POLYGON NW - C4 " _ - Scale: 0.1347 V/� / e unless otherwise noted .4:----74, =4 OREGON ,.. WARNINGS: GENERAL NOTES, �l 1.Budder and erec8on contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndlWdual 9 & [y 0 Truss: C4 end warnings before construction commences. budding component.Applicability of design parameters and proper rl 4 2.zea compression web bracing mum be installed nhers shown.. incorporation of component is the responsibility or the building ee.Igner. ♦V p 2.Design assumes the lop and bottom chords to be laterally braced at PAUL 1 1 l �` 3.Additional temporary bracing to insure atabimy during construction T o.c.and at i0.o.c,respectively unless braced throughout their kngih by i"'{V i... ie the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweN(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the balding designer. 3.2,,Impact bridging or lateral bredng required where shown. SEQ.: K1560782 4.No s.d.trsutd be applied Is any esnnpnnent antu engr Cu bracing end 4.In talationoftrusssA,therresspon responsibility dor. fasteners are templets and al no time should any loads greater than an assumes EXPIRES: 12/31/2016 design loads be applied to any component. end ere for"dry full be rI of use. TRANS ID LINK e.Demgnarye>umeaM1ibedng.ladsuPt'° om.shimorwadge8 November 30,2015 5.Com Trua has no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. E.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of trues,and placed so their center TPkwTCA In SCSI.copies of ehkh wig be furnished upon request. g,lines coinIntl ide with ) si int ceente iliinac. OlgaMITek USA,Inc./CompuTrus Software 7.6.7(1L}E M.For basic connector platsde&gn values see ESR-1311,ESS-1088(Mock) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 SC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=(-304) 399 BC: :289 KDDF #16BTR SPACED 24.0" C.C. 2- 3=(-2520) 1212 8- 9=(-507) 3=(-309) 550 WEBS; 2x4 KDDF STAND 3- 4=1-2033) 1105 9-10=(-202) 1929 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. CON: LL( 25.0)*DL( 7.0) ON TOP CHORD= 32.0 POE 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=(-976) 1043 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1087 10- 5=(-688) 567 TOTAL LOAD = 42.0 PSF 5-11=(-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 90'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed= 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. / 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / I f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 M-4x6 12 End vertical(s) are exposed to wind, 7.50 Q 7.50 Truss designed for wind loads 4.0" in the plane of the truss only. 9 4+( {(\ M-5x6(S) M-5x6(S) ' 0.25" 0.25" >5x3Abx3 2 o I1 r-M-3x6 M-3x4 8".25" bo.25,, M-3x4 *� � /� M-5x6(9) M-5x6(S) M-3x6 I 0 PRS -e. • 1 y 4 G y 8-02 7-07-08 y 8-04 y 7-07-08--- y 8-03-08 y _ C . _ ty(a1NE�C� c1'r� 40-00-08• l �.' - ' `�` :9782PE c JOB NAME : 3413-A REV. POLYGON NW - C5 . Scale: 0.1533 . Tr WARNINGS: GENERAL NOTES, unless otherwise noted' Truss: C S 1.Builder and erection contrador Mould be advised of all General Notes 1.This design is based only upon the parameters Mone and h for an individual 19 OREGON and Wamings before construction commences. building component Applicability of design parameters and proper -/7V• Y 2.204 compression web bracing must be installed where shown-0. Incorporation of component Is the responsibility of the building delogner. �j �A Q 3.Additional temporary bracing to inure stability during construction 2.Design seromas the tap and bottom chords to W laterally braced at "l, �l �r '�GJ t'. `" is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et 10 o a respectively anile"breed throughout ihelr brplh by ^✓ • DATE: 11/30/2015 the overall structure is the responsibility or the building designer continuoussheathingorsuchasadng rsqud ire6there shownrtlryweA(BC). h� � (�. g 3.In Impact ottru gar lateral bracing requlrhe where Mown++ - `- SEQ.: K1560783 4.No load Mauro beappllwtoany component unuafter affbracing and 4.Installationofttu.lethe responsibility oftheNepenthe contractor. fasteners are complete and et no time should any pads greater than 5.Destgn assumes trusses are to be used m s non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Compares hes no control over and assumes no responsibility for the 6.Doign assumes MI bearing at all supporta Mown.Shim or wedge if EXPIRES: 12/31/2016 andling, nt on of G.iThie designlIs furnished subject to the•limmieltions sat forth bys7.B.Plates shag be bussumes ateduonaboth facese lotrruvsss,and placed so their center d. November 30,2015 TP WVICA in BCSI,copies of which*Ag be furnished upon request. line coincide with joint center lines. MRek USA,InayCompuTrus Software 7.6.7(1L}E 9.Digits indicate alae of plate in Inches. 10.For basic connector plate design values see ESR-1311,EBR-1988(Weld This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 SPACED 29.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WE: 2x4 KDDF STANDR 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 568 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=(-476) 1043 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2119 9-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD= 92.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 12- 6=(-296) 346 OVERHANGS: 0.0" 16.5" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) no For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 309H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1899V 0/ OH 5.50" 2.96 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255^ @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL= 0.096" @ 39'- 8.5" 20-01 20-01 T , Design conforms to main windfozce-resisting 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 , 6-11-13 T system and components and cladding criteria. T T T 1212 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 V 1@-9x6Q 7.5D (All duration),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), 4,0" End vertical(s) are exposed to wind, 4 rter Truss designed for wind loads )\ in the plane of the truss only. M-SX6(S) M-5x6(5) � 7 .25" 0.25" 3 l'4111144444 -1.5X3-1.5x3 e1/1\ ko 0 ..,//o o .,, ` 'v ty I�It I 1{M-3x6 04-3x4 bo.25" 01.25" M-3x4 M- 6 0l D f-rl t,2/t1. M-5x6(5) M-5x6(S) y '/1C.(' /1'C iN 61 y 8-03-08 y 7-07-08 y 8-04 y 7-07-08 y 8-03-08 y ''' • y 1-04-08 89782PE �'" 40-02 JOB NAME : 3413-A REV. POLYGON NW - C6 • Scale: 0.1516 •WARNINGS: GENERAL NOTES, unless othenoee noted Cs, !1C']OREGON 4' 1.Budder and erection coMrador shouts be advised of all General Notes 1.This design le based only upon the parameters Mown and la for en individual .,adr+ORl �c3 �' Truss: C6 and Warnings before construction commences, budding component.Applicability of design parameters and proper Gq y i 2.2,4 compression web bredng must be installed where shown« Incorporation of component la the responsibility of the buildup deslgnar, 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlrnoess br to d throughout o th I atby le the responsibility of the eredor.Additional permanent bed f n ntlnc.end at hin,rsuch as un lee.breoed)TI(ad/their idaBength(. PA UL f ng° continuous sheathing such as plywood sheathing(TG)and/or drywed(BC). /'•' DATE: 11/30/2015 the ovens etrucwre is the responsibility of the building designer. 3,Zr Impact bridging or lateral bracing required wintry shown s o SE K 7 8 4 4.No load should be applied to any component ants after MI bredng end 4.Installation or trues is the respansibidty of the respective contractor. R• 15 6 0 fedenere are complete and at no time ahouid any loads greater than B.Design assumes trusses are to be used Ins non-corrosive environment, design bads be applied to any component. and are for"dry condition or use. TRANS I D: LINK 8.Design assumes full bearing et al supports shown.Shim or wedge if EXPIRES: 12/31/2016 6.CompuTrua hes no control over and assumes no responsibility for me necessary, fabrication,handling,shipment end installation of components. 7.Design assumes sdequate drainage is provided. November 30,2015 5.This design le furnished subject to the limitations set forth by 8.Plates shall be boated on both faces Ohms,and placed so their center TPIWICA to BOSI.copies of which will be furnished upon request. Anse ooinolde with joint center lines. 9.Dlglts indicate side ct plate in inches. MITek USA,)nc,/CompuTrus Software 7.6.7(1L(-E 10.For baste connector der,design value.see ESR-131 f.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 40'– 2.0" C.OND. 2: Design checked for net(-5I TC: 2x4 KDDF #10BTR I` 9 (– lief) uplift at 24 "oc spacing. 1 LOAD DURATION INCREASE-= 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PIP Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=l.6, Unbalanced live loads have been End verticals) are exposed to wind, considered for this design. 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 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 1 T T 13-04-09 6-08-07 6-08-07 13-04-09 T 1 q T T 12 HM-4x4 12 7.50 2 4Ili1111IIIiiiIIIIiIki. 0 ...., lill11__.._._..._ _,___._._.____.11 _,0 CD M-3x5(S) M-3x5(S) 1 M-3x4 0 M-3x4 t�. n f.� y 15-11 y y . .L ('r7.Ope 8-04C y 15-11 � �jI6N�yL /©.,:y 40-02 1-�:,782PE -3:7f" JOB NAME : 3413-A REV. POLYGON NW - C7 Scale: 0.1993 V. WARNINGS: GENERAL NOTES, unless otherwhe toted. CI Ci Truss: C 7 1.Builder and erection contractor Mould be advised of all General Notes 1.This design la based only upon the parameters shown and i for en individual -7J+ REGON�^N, and Warnings before construction commences building component.Applicability of design parameters and proper fv/"� 1J 2.2a4 compression web bracing must be Installed where shown+, incorporation of component la the responsibility of the buildup designer. �� Al pi . 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at '�r is the responsibility of the erector,Additional permanent brsdng of 7 o.c.end et 1fY o.c.respectively*wood a r liv throughout and/or their bo=th by (,r. cit DATE: 11/30/2015 the overall structure le the responsibility o/iha building designer. Dv imp continuous sheathing such es bracing rd Meathing(TC)and/or drywel(BC). •1 /14 U L 3.2s Impact bridging or lateral bredng required where Mown++ r— SEQ.: K 15 6 0 7 8 5 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respectNe contractor, fasteners are compete and at no time should any bads greater than 5.Design sesames truwes are to be used in a nonconoawe environment, TRANS ID: LINK design bads be applied to any component, and are tor"dry condition of use. S.CompuTrus has no control over and assumes no reeponsidllty for the S.Design assumes NI bearing at all supports shown.Shim or wait=s it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Dexssa esignassumes d. 6.This design is furnished subject to the limitations est forth by 5.Plates shal be boated one both faces of trussdrainage Is ,and placed so their center November 30,2015 TPIMTCA in SCSI,copies of which wil be famished upon request. Ines coincide with Joint center Imes 9.Digits Indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) MINIMMW This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #ls BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, ver.ica orequal non—structural Truss designed for wind loads vertical members (u (aura). LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT'-BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-06-08 TT 12 2 9.00 G,— N O to er N 1 rn I 0 3 4 M-3x4 y l l 1-00 11-06-08 1 l 12-06-08 �t�*1.D PRQpptS, 89782PE c~" JOB NAME : 3413—A REV. POLYGON NW — Dl .1 • Scale: 0.4806 O5: GENERAL NOTES, unless otherwise noted: T"� OREGON y'� WARNINGS: �y �j�-OREGON cj �,., 40 1.Builder and erection contractor should be advised of a%General Notes 1.This designbased ry upon the parameters shaven and Is for an Individual y IS/Y. V ` I Truss: D 1 and Wammgs before construction tammenes building component Applicability of design parameters end proper 2.DM compassion web bracing must be Installed waters shown.. Incorporation f component la the responsibility of the building designer. -",51 A Wy d /� 3.AddSonel temporary bracing to Insure stability durtng construoilon 2 Design the tot and bottom chortle to be laterally braced atrl i { {`fes Additional permanent of 2o.c.and ltd respectively unless braced throughout their length by (� V Is the responsibility of me anctor germane continub sheathing each as plywood eheething(1C)end/or drywa%(Bc) 1�, Li L T 1, DATE: 11/30/2 015 the overall structure Is the responsibility of the building designer. 3.2i Impact bridging c:Is ural bracing required where shown s s SEQ.: K 15 6 0 7 8 6 4.No load should be applied to any component until after all bracing and 4.Installation Oblige la the responsibility of the respectNe contractor. fasteners are complete and at no time should any roads greater then 5.Design assumes tenses.re to be used In a non-corrosive environment, TRANS I D: LINK design wads be applied to any component. end are for"dry condlllcn'of uee. • 5.CompuTrus hoe no control over and assumes no responsibility ler the 6.Design e sense!ill beating el a%supports shaven.Shim or wedge if EXPIRES: RES: 1 2/31/211 f. fabrloatbn,hendlin shipment and Installation of components. ry 201 1�T G�7 L'r v7 LlJ +M. g. p Drh• 7.plates assumesadequatedrainage face lgprussed. November 30,2015 R This design is furnished sublett to the limitations set forth by 6.Pleles shell be located on both feces of truss,and placed so their center TPlWICA In SCSI.copies of which x111 be furnished upon request. lineg,Digits coincide slzeRIM cf Pateecenter lines. Inch... MITek USA,Inc./CompuTrus Software 7.6.7(1L(-E IR For basic connecter plate design values se ESR-1311,EER-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5= BC: 204 KDDF #laBTR SPACED 29.0" O.C. (-238) 630 2-6= 0) 234 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x9 KDDF STAND; 2x4 DF STAND A LOADING 3-9=( -7) 3 6-3=(-165) 128 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 12'- 6.5" -66/ 995V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.009" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL= -0.042" @ 6'- 8.1" Allowed = 0.708" 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" f f ' ,r MAX HORIZ. TL DEFL = 0.009" @ I2'- 1.0" 12 4.00 17 M-1.5x3 3 4 Design conforms to main windforce-resisting system and components and cladding criteria. f Wind: 140 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X9 in the plane of the truss only. 2 Eu O lD 0 co N I fro.... H M o 7>c 5 .. 6O -/ M-3x8 M-1.5x3 M-3x4 ) >L 01 6-08-02 5-10-06 01 Y y 1-00 11-06-08 l 12-06-08 ) ,O PROF6. c 89782PE T JOB NAME : 3413-A REV. POLYGON NW - D2 • Scale: 0.9181 "'-d WARNINGS: GENERAL NOTES, unless otherwise noted r Cavy OREGON p'' y (F„ --� 1.Balder end erection contractor should be advised of ell General Notes 1.This design I.based only upon the parameters shown and is for an individual " o REGON h8w Truss: D2and Warnings before construdbncommences. building component.Appllwbilityerdesign peromeersand proper I� V 2.2r4 compression web bracing mud be Installed where shown+. Design incorporation es the top component is the reapo chords of the ally bra designer. /�� 3.Addiionel temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chottl.to d/laterally braced d la the responsibility eine erector.Additional permanent bracing of 7 c.c and at ea c.c.aspect ply unless braced throughout their length byfir DATE: 11/30/2015 the overel structure is the reapondbpity of the bolding designer. 2ft Imp co bOdginglor such b acing reod uirsheathing(10)whereahou/or drywaA(BC). ���� 3.Za Impact bridging or lateral bracing required where shown+ ON• SEQ.: K 15 6 0 7 8 7 4.No bad should be applied to any component until after all bradng and 4.Installation of Inns Is the responsibility of the respedNe 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 beds be applied to any component. and are for"dry ondtion"of use. �y/�j ry s]l/Y�]�{fit 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes bitt bearing at all supports shown.Shim or wedge If EXPIRES:RES. 1 2/3 1 I G V 1 U fabrication,handling.shipment end installation of components. necessary. 7.8.This design Is furnished sub(adtothe'miationsset forth by B.Pleesnshalbeboot dassumes uonebothlracesnage lofltus vsss,andplacedsatheircenter November 30,2015 TPINVI'CA In RCM,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com Trua Software 7.6.7(1L B.Digits indicate size of pate In inches. )-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-2_33=( -83)3 777 5-3=(-129) 111 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.C•2SF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -43/ 114H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have beenLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD.'.TOP ". For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-`12 MAX HORIZ. LL DEFL = _ .003 _ 3.0" fI MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 4.00 v M-1.5x3 Design Conforms to main windforce-resisting 4 -/ system and components and cladding criteria. 3 Ill Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-30, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. 2 N N rA o 0 n o o -' 91 o M-3x8 M-3x4 y , n 9-03 0-05-08 k 1 l 1-00 8-08-08 )' y 9-08-08 ..:`0.431N4-6) `S/0 -44 -7 4• :9782PE . • JOB NAME : 3413-A REV. POLYGON NW - D3 /'" 'i Scale: 0.4704 " l SONI WARNINGS: GENERAL NOTES L:.eesetthepr noted' v OREGON T"� 1,Builder and erection contactor should be advised of eU General Note. 1.This design Isbased otdy upon the parameters Mown and la bran individual , d. 1 f'� Truss: D3 and Warnings before construction commence. building component.Applicability of design parameters end proper + ' �/ V 2.2s4 compression web bracing mud be Installed where shown". Incorporation of mm nt la the roaponsibte of the building designer. "q A 4v 3.Additional temporary bracing to Insure inability during construction 2 Design assumes the Natap and bottom chordsb,to be laterallyhe braced ati.Ars rl ! -{A. � Is the reepondbigty of me erector.Additional permanent bracing of 2'o.1r end et ee10' in eu es p9weeely ss paced throughout ttdryeir length).by PAUL y 11�l DATE: 11/30/2015 the overall structure is the responsibility of the bulling designer. 3.2e continuous bridgingl�ar lateral bredng requiredh`hers��/o:• tlryweA(BC). !",'j L8�. C`� S EK I rJ 6 •�8 8 4.No load should bem lete end to any component only ager all easing and 4.Design uess.'x e3 are tatbe used of the roepectos contractor. Q• fasteners are complete end at no time should any beds greater than 5.and assumes dryiru.xaare toe.ueetl Ina noncorrosive environment, design bad.be applied to any component. and are for dry lull b on or use TRANS ID: LINK B.CompuTrushas nocontrol over and assumes noresponsibility for the 6 nDeceissery,umaeinkbearingetelleuppodsshownshimorwedgeit EXPIRES: 12/3112016 fabrication.handling.shipment and installation of components. 7.Design assumes adagyeta drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 6.plates shag be located an both faces of trues,and placed.o their center TPIIWfCA In SCSI,copies of whkh will be furnished upon request. lines g,Ins,Digitcoinin wewith)oi t unlate teerllines. MITek USA,Ino./CompuTruS Software 7.6.7(1L)-E to.For basin connector plate design values see ESR-1311,ESR-1866(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.5" ICON. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR - SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20,eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=l.6, M-1.5x4 or equal at non—structural End vertical(s) are exposed to wind, vertical members (won). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ee For hanger specs. — See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Txuss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 9-08-08 T T 12 4.00 --/ , 0 M ti I • p _miimmiimmimmimmimmimmimin _, I o M-3x4 3 4 l .Jr y 1-00 8-08-08 l y 9-08-08 ���ti© P Ft Opp • cr �y 11 N �r19 f01 89782PE 9r JOB NAME : 3413-A REV. POLYGON NW - D4 Scale: 0.50790...11\77. . t. MI WARNINGS: GENERAL NOTES, unless othendse noted. /� Truss: D4 1.Builder and erection contractor shored be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ^� OREGON OTS=! and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be Metalled where shown v, Incorporation f component the responsibility of the bidding designer. J �,,. [J,�` 3.Additional temporary bracing to Insure stability during construction 2.Design essu m'top and honour chords be ietaraM braces at �/64fiy V'� � ` Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 eapaclNalysadunless braced throughout their length by �� DATE: 11/30/2015 the overall structure is the responsibility olthe building designer. continuous sheathing such as plywood required ti red w sheathing(TG)e a moor drywsA(SC). `, ,S 3.25 Impact bridging or th eral bracing required where shown t 4 S EQ : K 15 6 0 7 8 9 4.No load should be applied to any component until after all bracing and 4.Indakatisn of truss is the responsibiuty of the respective contractor fasteners ere complete and at no tiros should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bade be applied to any component. end are to,dry ordnbn of use. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8.Geadn assumes he:'bearing at all supports shown.shim or wedge it EXPIRES: fsbrballon,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.ThB design is furnished eubded to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center November 30,2015 TPI/WTCA In SCSI.copies of which will be furnished upon request knee coincide with Joint center lines. M7ek USA,Inc./CompuTrus Software 7.6.7(1L}E B.Digits indicate Wee of prate In inches. 70.For basic connector piste design values see ESR-1317•ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15- 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-27) 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 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = '92.0 PSF 0'- 0.0" -73/ 248V 0/ 29H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg)`. 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 9.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. oiellIllj421ul MAl O iiIIIIIIIIIIII!!llIIlI 9 M-3x5 y y 1-00 1-00 .c\Ep PR Qpps� �+. (PROVIDE FULL BEARING;Jts:2,9,4 1. '"./UN C.34. ‘4611\146> GI N � >o 4 :9782PE 9�' JOB NAME : 3413-A REV. POLYGON NW - El �] .il Scale: 1.1020 r i? �. WARNINGS: GENERAL NOTES, unless otherwise noted' K,",�r/S 1,Builder end erection contractor should be advised of all General Notes 1.This design I based only upon the parameters shown and Is for an individual 7 •.EGO'•(�� pN �}. Truss: E 1 and Warnings before conslrucnon commences. building componentApplicability of design parameters end proper ry 2.2v4 compression web bracing must be Installed where shown incorporation of component Is the responsibility of the building designer. '905:), GA j7 y ' /„, 3.Additional temporary bracing to insure stability during construction Z Design eco the top ltd bottom...chobraced to be throuWordghout booed at al N�'ar Is the responsibility of the erector.Additional permanent bracing of 7 o c and t 10 rentectivety unless throughout their length by ��yy continuo sheathing uch as plywood aheathhg(eC)and/or drywall(BC). /•%q.) I L '' DATE: 11/30/2015 the overan structure lame responsibility of the building designer. 3.24 Impact bridging or hiersl bracing required vAere shown•4 1,•/L., SEQ.: K1560790 4.No load should be applied to arty component until alter all bracing end 4.Installation of s istF.ere to sibueyNdrathe nr spectSe concontractor.fasteners are complete and at no time should any b 5. ads greater thanDesign assumes TRANS I D. LINK design loads be applied to any component. end are ro dry condition"of use. p A l�I!] / 4 5.CampuToue has no control over and assumes no responsibility for the 8.Design cosaunas fu8 bearing at all supports fhawn.Shim or wedge if EXPIRES. t2l31/2016 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the nmttatlens at lonh by 8.Plates shall be leca!ed on both faces of truss,and placed so their center TPIWfCA In BCS(,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.DI91le Indicate sire of pleie In Inches. MITek USA.Ina./CompuTrus Software 7.6.7(1L)-E to.Far basic connector plate design values see EBR-1311.ESR-1988(MITek) Symbols Numbering System a GeneralNotes PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x,y 6-4-8dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Draw ngs not to scale) offsets are indicated. I Damage or Personal Injury MI= Dimensions are in ft-in-sixteenths. 44o, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0_1/ 2. Truss bracing must be designed by an engineer.For 16 wide truss spacing,individual lateral braces themselves WEBS 4 may require bracing,or alternative Tor I _ O o bracing should be considered. I � = O 3. Never exceed the design loading shown and never O � stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ C7-8 c6a cs s O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 'na 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/7P11. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. 1111" by text in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiT k approval of an engineer. e e All Rights Reserved pp g Ih� reaction section indicates joint g laMIMII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI NMI 18.Use of green or treated lumber may pose unacceptable =� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mt 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI: Building Component Safety Information, MIII! I e 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