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Plans (3) ,srjo/8 -40231 /6579 SGIJ BxOsOI Jq sr MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 1 1-25-1 5 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: K 1560775 thru K 1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,o1,0 PROres_ 74GlNE4\ 89782PE � ,L OREGON 17i9 �4RY i5'a�'i� U L Ck\ VC—X-P(4e/.21,,2_____,.. 2016 • November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp./3, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. N-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-07-02 7-06-14 T '1 T 12 IIM-4x4 12 10.90 p 3 N1 0.90 Alk in 'gt r2 411111111111111111111111111111116".1,,,., 1o 21 oI 0 M-3x4 M-3x4 0\0. P R ores, y yCx1-00 15-02 1-00 s....—;.., / �*p 89782PE r" JOB NAME : 3413-A REV. POLYGON NW - Al ....:".'''.3 ....-,76:(15::. + ~ Scale: 0.3909 WARNINGS: GENERAL NOTES, unless otherwise noted: �� �� �v;2. 1.Builder end erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown end is for en individual ry Truss: Al and Warnings before construction commences. building component.Applicability or design parameters and proper C}V 2.244 compression web bracing must be Installed where shown v. Incorporation of component is the responsibility of the building designer. .:°.*..::::),:ii.54.4.;./...A. G ✓ ,/Q_3.Additional temporary bracing to insure stability during conslmction2.Declgn assumes the top entl bottom cMrdc to be laterally brocetl el :7 t/_is the responcibitk of the erector.Atlditional permanent breci�of2•o.c.and at 10'o.c.respectNeN unless braced throughout their length by � t ` VDATE: 11/30/2015 iheoverellatructurelalherea oneiblq IthebulMln dee continuous sheathing such as plywoodeheamlng(TC)anchordrywall(BC). PA VL N-A (� ccc p ty o g igner. 3.24 Impact budging or lateral bracing required where shown 4• SEQ.: K1560775 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the responsibSNty of the respectNe contrector. Yfasteners are complete end el no time should any baits greater than 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS ID• LINK design loads be applied to am component. and are krary condition'on use. 5.CompuTrus has no control over and assumes no responsibility fortha SnDecessassumesnullbearingetaNsupportsshown.ShimorwedgeitEPIRES: 12/31/2016 fabrication,handl) shl ponen se�. su jec to the i leaks of cam a. T.Pates uha l c Ledo n oth face to truss, November0,2 8.This design is furnished subject to the limitations sal lents by 8.Plates strep be located on both feces of truss,and placed w their center TPINVICA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) 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 #16BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2- 4=( 0) 0 8- 9=(-387) 539 4- 9=(-284) 990 BC: 2x9 KDDF #1&BTR 3- 4=(-545) 308 9- 6=(-185) 448 9- 5=(-164) 138 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-566) 370 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=( O) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ ON 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x9 or equal at non-structural vertical members (son). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 TO. CREEP DEFL = -0.020" @ 19'- 11.0" Allowed = 0.950" considered fox 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" 1-0027-06 ` f 1 ,r MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 1 14-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 1 T T 4 1 1 z 12 -M-9x9+ 0f 12 Design conforms to main windforce-resisting 10.90 V N10.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, 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. 111111111100 :-9x6 o AIIIL\i/A. M-5� (S) . PR1/'� M-3x4+ r-'`L���r PRVx�� J G1ryE 4., y 19-11 y 7-07 y i� �~ wr 1-00 27-06 i-oo '� . 89782PE �" JOB NAME : 3413-A REV. POLYGON NW - B1 MI Scale: 0.1890 WARNINGS: GENERAL NOTES, unless otherwise noted' Tij.. ()N1 ( 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 .o9 (f„q a,,, V �� Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7,9 4 R 2.204 compression web bracing moat be installed where shown e. Incorporation of component Is the responsibility of the building designer. rdi{-' 3.Additional tem bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1 14 u L temporary g Y g cons 2'o.c.and at e.o.c.reepecteely unless braced throughout their length by P is the responslbiAty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(SC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ S E Ki5 6 0 7 7 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q' fasteners are complete and at no Mee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. EXPIRES, 12/31/2016 TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes full bearing etall supports shown.Shim orwedge lf November 30,2015 n...q. fabrication,handling,shipment and Installation of components. 7.P1.1cc assumes adequat e oth drainage Is provided. 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on boor faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Ino./CompaTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #1&BTR 2- 3=( -9059) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x9 KDDF STAND; LOADING 3- 4=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 9- 5=(=13563) 3066 8- 5=(-2136) 9789 7- 4=(-4539) 1203 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 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) -74-- ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: `/�/�/ 9" oc in 2 row(s) throughout 2x6 top chords, /00K 4" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 29 clic spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 20'- 2.0" Allowed = 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-0913-09 MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" f ' MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 T T T T T 12 12 Design conforms to main windforce-resisting M-4x10 system and components and cladding criteria. 10.90 F,77 N10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 dS( (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di r), 1load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x8 AiM_38 • M-5x16 M-5x16 1 iii I' o r Y ld =NIW IY % o p 1 6 7 B . o M-4x10 =M-10x10 M-4x10 M-7x8(S) y 1 1 l 1 ppn h 7-04 6-05 6-05 7-04 ., r nVF�V y15-06 1 12-00 y C?� �NGlN�F� `r,p2 27-06 ...c. :9782PE �� JOB NAME : 3413-A REV. POLYGON NW - B2 .,.• -Ir' Scale: 0.1866 AIM WARNINGS: GENERAL NOTES, unless otherwise noted'. t. 4) 1.Builder and erection contractor should beadvised ofall General Notes 1.This design is based only upon the pererneters shone erd is for en IsdivIdsel '' OREGON Cy Truss: B2 and Warnings before construction commences, building component.Applicability of design parameters and proper ,• (ll 2.2v4 compression web bracing must be InstaN•d where shown+. Incorporation Of component I°the responsibility of the building designer. V.t7 s.. G V 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords k be literally braced at �� "i f•�' r7 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.resp9 p1 unless braced throughout their length by DATE: 11/30/2015 the overall structure is the responsibility f the building designer. 2lobous sheathing such as pcwootl required where s tanand•tlrywell(SC). �. /��( ` P ty o g g 3.25 Impact bridging or lateral bracing rcqulretl where Mown.. e'1 L- SEQ. : K15 607 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of suss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater then S.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design beds be applied to any component. and are for dry condition-of use. S.Computma hes no control over end assumes no responsibility br the e.De esu assumes ion bearing at all supports Mown.shim or wedge n EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. ry 7.Design assumes catedn drainage iepmss,a November 30,2015 8.This design is furnished subject to the limitations set forth by B.Plates shell be located oon both faces of truss,and placed so their center TPINJrCA In(SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate sac of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MOM) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.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 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF 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. 8-00 8-00 T 4 '1 12 12 IIM-9x4 10.90 7 10.90 4iii1hi . to =M-4x4 =M-4x4 “p PROs 1 16-00 y1-00l Ca k4GINC1"-<9 89782PE r' JOB NAME : 3413—A REV. POLYGON NW — GGE . ��: Scale: 0.3299 ). -= WARNINGS: GENERAL NOTES, unless otherwise noted: 4/fig ('��'7 �4, 1.Bulkier 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 1 - OREGON V /� s„� Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper �(✓/, c'J s 2.2x4 compression web bracing must be InstaNed where shown.. incorporation of component k the responsibility of the building designer. ..f1� V1!ty' G 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the loo and bottom chords to be tateralN braced m 7 '1 c l�+' :3 Ie the rceponslbiAN of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood eheaming(TC)and/or drywall(BC). Jab 4 I j U DATE: 11/30/2015 the overall structure Is the responsibety of the building designer. 3.2a Impact bridging or lateral bracing required where shown.. LJ 4 SEQ.: K1560778 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. B.and are for"dry condition" sn sea m f at en supports shown.smm or we If 5.CompuTrus has no control over and assumes no responsibility for the sDesiaes csumes g e ppo wedge EXPIRES: 12/31/2016 ty fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5.This design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both laces of truss,and placed so their center November 30,2015 TPI1WTCA in BCSI,copies of which will be furnished upon request. lines coinGde with joint center trines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For beak 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 40'— 0.5" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. g g 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=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) 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 UON. 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. 19-11-08 20-01 T 1 T 13-03-01 6-08-07 6-08-07 13-09-09 T 1 1 T '1 12 HM-9x9 12 7.50 p Q 7.50 M-3x5(S)+4111M-3x5(5) ',. +` o M- 3x5(5) M-3x5(S) a M-3x9 M-3x4 n PR op y 15-09-08 l 8-09 y 15-11 �C' G N 'e y /5) c 90-00-08 �� 1-0 �/82PE " JOB NAME : 3413-A REV. POLYGON NW - Cl .r► • • Scale: 0.2000 WARNINGS: GENERAL NOTES, unless otherwise noted: V T ru S s: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1.Builder and erection contractor should be advised of ail General soles 1.This design is based only upon the parameters shown and is for an individual y QREGON © / O 2.Dot compression web bracing must be Installed where shown.. incorporation of component k the responsibility or the building tleslgner. .A (,/ R t," ... � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced at 7 I A:J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and a1 10'o.c,respectively unless braced throughout their length by i. DATE; 11/30/2015 the overall Structure is the res onsibik f the building des 2x impact sheathing such l b plywood aired ere s and/or tlrywell(SC). PA S 4 U L v ly a g tuner. 3.za Impact bridging or lateral bracing required where Mown.. �'1 SEQ.: K15 6 0 7 7 9 4.No load should be applied to any component until after an bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS I D• LINK design mads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.neceaaaesign asumeafullbeenngataAsupportsshear.Shimorcadgeit EXPIRES: 12/3112016 fabrication,handing,shipment ponen ry su jeol and limitations components. 7.Designesassumes adequate drainage Is provided.an November 30,2015 S.This design is furnished subject to the limitations set forth by S.Plates Map be located on both faces of truss,end placed so their center TPIANICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-731 t,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2- 3=(-2520) 1212 9-10=1-971) 1952 9- 3=(-309) 550 WEBS: 2x9 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1490 3-10=(-679) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 9=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 4-11=(-476) 1090 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 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. 90'- 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. 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 LL DEFL = -0.008" @ 91'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL - -0.010" @ 91'- 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 ,r 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. 1' T '' T 1' T T Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 M-9x6 '7:17.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7.50 load duration factor=l.6, 4.0" End vertical(s) are exposed to wind, /- 4 ,f( Truss designed for wind loads 'As in the plane of the truss only. M-5x6(S) M-5x6(5) 0.25" 0.25" \ ee i M-1.5x3 M-1.5x3 so Alk / /Ahhhhh..... 0 0 1-_ 12 -+\ o PRO� .0 C0 -3x6 M-3x4 0.25" 0.25" M-3x4 �, M-5x6(5) M-5x6(S) , IN E © l l l l l y ,,Co. 1-__,6-02 7-07-08 8-04 7-07-08 8-03-08 , P" y 1 J' :9782PE 1- 40-00-08 1-04-08 JOB NAME : 3413-A REV. POLYGON NW - C2 'N' • Scale: 0.1555 V ` al....- WARNINGS: GENERAL NOTES, unless otherwise noted: "! vd:,REC.aON��"` C" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en individual ,.sy xi'a..,, t •4 Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 '1 f t _fwd 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibitdy of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes m°top and bosom chords m be laterally braced at ' n U I- r" la the responsibility of the erector.Adtldional permanent bracing of T c.c.and at 10'o.c.respectively unless braced throughout their length by f'� ♦- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. a 2s Impact bridging or lateral bracing required Where shown++ S L', Ki5 60 7 8 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete end at no time should any mads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. EXPIRES: 2/ /20 16 TRANS ID: LINK design made be applied to any component. B D$aremr°dry condition" ni bearing ail supports u 5.CompuTrus has no control over and assumes no responsibility for the necessary. °°"m°° g° °°° "�° November 30,2015 fabrication.handling,shipment and Installation of components. ry 7.Plates assumes adequate drainage is provided. and This design Is furnished subject to the limitations set forth by e.Plates shall be located on both laces of truss,and placed co their center TPIM?CA in BCSI,copies of Which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompUTrua Software+7.6.6-SP2(1 L)-E 10.For basic connector plate design values see ESR-1371.058-19BS(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 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1-4162) 1836 1-11=1-1458) 3621 11- 2=( -405) 1158 6-16=1-473) 1050 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=1-2777) 1172 11-12=(-1311) 3229 2-12=1 -791) 555 16- 7=1-686) 568 WEBS: 2x4 KDDF STAND 3- 4=1-2251) 1067 12-14=( -766) 2440 12- 3=1 -28) 349 7-17=(-263) 573 LOADING 4- 5=1-2168) 1170 13-15=1 -26) 64 3-14=1 -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=(-1969) 1088 16-17=1 -504) 1759 14- 4=1 -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=1-2474) 1157 17- 9=( -728) 2080 14- 5=1 -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=1-2607) 1035 14-15=1 -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 83 5-15=1-1103) 733 15- 6=1 -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 BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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" . MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" 19-11-08 20-01 4' 4' 4' MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" 12 12 Design conforms to ma)n windforce-resisting 7.50 M-4x6 'c-,]7.50 system and componentsand cladding criteria. 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /- 6 45( M-3x$ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=l.6,e M-5x6(S) M-Sx6(S) End vertical(s) a exposed to wind, Truss designed for wind loads 0.2sn 0.25" in the plane of the truss only. M-3x4 N 3 r--1 M-1.5x3 M-3x5 2 / : o M-3x6 �� uo ,z-b- 1 1� c M-5x. 12 r 14�q,� :: - rn 0 0 1 M-3x4+ M-3x4 0 13 15 16 17 \D o I I I M-1.5x3 0.25" M-3x9 6 I o o M-3x4+ o o M-5x8 M-4x10 M-5x6(S)43.75 “ PROF4,0 • 12 c<.� J' y y y y 1 ; )' GINs r N..," < #9 0 �2-os 12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 �� l l l 1 y2-04 10-10 26-10-08 14-08 :9782PE r 40-00-08 , JOB NAME : 3413-A REV. POLYGON NW - C3 ' , M Scale: 0.1297 9�,OREGON �" ,,,,. WARNINGS: GENERAL NOTES, unless omerwlae noletl: ,• ��� 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 Indtiduel ��� ei y �. Truss: C3 end Warnings before construction commences. building component.Applicability of design parameters and proper d 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. 4_ 3.Additional temporary bracing to Insure 01084:19 during construction Z.Design assumes the top and bottom chords to be laterally braced et t /`s�s U L. ON1 Is the responsibility of the erector.Additional permanent bracing or 2'o.c.and st 70'o.c.respectsely unless braced throughout their tengih by d"'f.� DATE: 11/30/2015 the overall structure is the responsibility t the building continuous sheathing such as plywood sheath here)and/or tlrywall(BC). P ty og designer. 3.2x Impact bridging or lateral bracing required where shown++ • SEQ.: K15 607 81 4.No load should be applied to any component until after ail bracing and 4.Installation of buss is the responsibility of the respective contractor. • �j ���^. 12/31/2016 raj /�y y�+ fasteners are complete and at no time should am made greater man 5.Design assumes trusses are to be used in a non-corrosive environment. E/lf I R E9: 1�/a71!GQ 1 LJ TRANS ID• LINK design loads be applied to any component, and are for dry condition'of use. • 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.Design necessarasumeaNllbeedngetaNsupport�ahowm.8hlmorwedgeif November 30,2015 • fabrication,handling,shipment and Installation of components, ry • 7.Design assumes adequate drainage is pr . 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,uss,and placed so their center TPINJICA in BCSI,copies of which will be furnished upon request. lines coincide with point center lines. 9.Digits indicate size of plate In Inches. MiTek USA,lnc./CompuTr"s Software+7.6.6-5P2(1 L)'E 10.For bask connector plate design values see ESR-1371,ESR-1888(MITek) This design prepared from computer input by i Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=(-2252) 1066 11-13=( -766) 2427 11- 3=( -28) 349 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-14=( -26) 63 3-13=( -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=( -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=( -503) 1748 13- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2485) 1224 16- 9=( -769) 2083 13- 5=( -503) 1033 8- 9=(-2610) 1087 13-14=( -396) 1711 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG 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/ 298H 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 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 9.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.393" @ 13'- 4.0" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" 19-11-08 20-01 MAX HOAR. TL DEFL = 0.158" @ 39'- 7.0" T '1 T 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 1 1 '1 1 1 '1 1 1 T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 M-4x6 . Q 750 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 44( load duration factor=1.6, iNos End verticals) are exposed to wind, Truss designed for wind loads M-5X6(S)14-3X5,. 5k4-5X6(8) in the plane of the truss only. 0.25" 0. 5" M-3x4 M-1.5x3 • M-3x5 z N M=3x8 �1 _ 1111111116- ,s, o N ' M-5x6 11 M-3x4 r 13^ c 0 1 0 12 14 15 16 .9 o I M-3x9+ I M-1.5x3 0.25" M-3x4 M-3x6 1 o M-3x4+ 0 0 M-5x8 <13.75 M-4x10 M-5x6(5) 12 20 -RQfth 1 . l ,1, l . , l c� V h ctiV2 ,,. ! 2-04 5-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 �, y � 62'0,. .i• � yy y2-04 10-10 26-10-08 y ' :9782PE ("~ 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C4 + / Scale: 0.1347 WARNINGS: GENERAL NOTES, unless otherwise noted: /OREGON� ..," ." e1.Builder and erection contractor should be advised of all General Notes 1.This design S based only upon the parameters shown and Is for an individual 'e 92, A -, `(r� Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper Al R Y 2.244 compression web bracing must be Installed where shown.. incorporation or component is the responsibility ohne building assigner. /`{- t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at i f1' U L ` is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.such as sty unless braced throughout their length by 7-" DATE: 11/30/2015 the overall structure Is the responsibility f the buildingdesl continuousrhgingiogaterlbacng required d inere shown)and/or arywell(BC). c c p ty o eller. 3.2a Impact bridging or lateral bracing requiratl wTere shown.. SD K1560782 4.No load should be applied to any component until after an bracing and 4.Installelbn of truss is the responsibility of the respective contredor. 4 fasteners are complete end el no nine should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment EXPIRES: 12/31/2016 design loads be applied to any component. and are lot'dry condition"of use. TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.neessaryeumeaNllbearingelallsuppodsahown.Shlmorwetlgelr November 30,2015 fabrication,handling,shipment and installation of components. wars. 7.Design all bees boded on drainage Is provided. an 6.This design la furnished subject to the limitations set forth by S.Plates shall bested on both faces of truss,end placed so their center TPIVe'rCA In BCSI,copies of which roll be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- B=(-277) 387 11- 6=(-304) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=(-476) 1043 BC LATERAL SUPPORT <= 12"OC. UON. 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 BOG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -296/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 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 24 "oc spacing. 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 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. T f f Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 T T T T T T 1' load duration factor=l.6 Cat.2, Exp.B, Mweas(Dir), 12 12 End vertical(s) are exposed to wind, 7.50 M-4x6 ' 7 50 Truss designed for wind loads 4 On in the plane of the truss only. 4 26( M-5x6(5) ,e7 M-5x6(5) 0.25" 0. 5" 3 >15x3A15x3 2 /ahhhh.... to p 4. I 1 1^M-3x6 M-3x4 ) .25" b°.25" M-3x4 M-3x6 I { �+ M-5x6(5) M-5x6(S) ����� p {s 1 l 1 y l 1 ) NGIN Lc /0 y 8-02 7-07-08 8-04 7-07-08 6-03-08 y '('G/� V 40-00-08 ( :9782PE 9v JOB NAME : 3413-A REV. POLYGON NW - C5 ,,.✓",��, " ' • Scale: 0.1533 4) - _ WARNINGS: OENERALNOTES, unlessolherwisenoted: • Ti � - I.Builder end erection contractor should be advised of ail Generel Notes 1.This design Wbased only upon the parameters shown and isforenindividual F,L OREGON 4 ,,. Truss: C5 and warnings before construction commences. building component.Applicability of design parameters and proper n- 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of me building designer. rf1� rl G 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top end bottom chords to be leterelty braced at 77 "A :7 Is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P..41.11- DATE: 11/30/2015 the overall structure W the respeneibOy of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: K15 6 0 7 8 3 4.No load should be applied to any component until eller ell bracing end 4.Installation of trues is the responslbMty 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 non-oorroaive environment, TRANS I D' LINK design loads be applied to any component. and are for"dry condition.Ouse. 5.CompuTrus has no control over and assumes no responsibility for the 8 necesDesigsary.assumes Ml bearing at all supports shown.Shim or wedge H EXPIRES: 1 2/31 201 6 fabrication,handling,shipment and installation of cont nary. G G V 1,7 Aman pftr by 7.Design b assumes adequate drainagehcto provided. November 30,2015 6.This design k furnished subject to the limitations eel forth by S.Plates shall be located on both feces of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate We of plata In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask 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 90'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2369 2- 9=(-303) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-977) 1968 9- 3=(-321) 582 WEBS: 2x9 KDDF STAND 3- 4=(-2097) 1110 10-11=(-198) 1999 3-10=(-688) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=(-476) 1093 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1090 BC LATERAL SUPPORT <= 12"01. 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 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans 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/ 1711V -313/ 304H 5.50" 2.79 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" @ 91'- 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 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting ,r system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 p M-9x6 .. 1 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 End vertical(s) are exposed to wind, u\ Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-5x6(S) 0.25"70•00/ • 0.25" 3 M-1.5x3 M-1.5x3 4 d/f • IA" /jlkillh 0 0 1 * 9 bD.25" 11.25" M-3x4 `M-'6 p� 7k o I M-3x6 M-3x9 nn [� M-5x6(S) M-5x6(S) ��T` C`S y y J• ,1 ), 1, �5 IN QS'/0 8-03-08 7-07-08 8-04 7-07-08 8-03-08 (0' "T y 17 40-02 1-04-08 '�� 89782PE JOB NAME : 3413-A REV. POLYGON NW - C6 ' • Scale: 0.1516 �-'Y T 1 WARNINGS: GENERAL NOTES, unless otherwise noted: V 10 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an Individual -9.OREGON ) Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper 'j,,. CT �S 2.2a4 compression web bracing must be installed where shown*. Incorporation of component Is the responsibility of the building designer. +( V+A f� v 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be throughoutty braced at !,(`) "7 :7 la the responclbiYry of the erector.Additional permanent bracing of 2'o.c.and at 10'os.respectively as ply unless braced their length by ,r DATE: 11/30/2015 the overall structure is the responsibility t the buildingdesigner. continuousxIps sheathing suchrl bracing plywood air a where shown +r drywall(BC). �. 1 1 4 1 P ry o 3.2x Impact bridging or lateral required where shown++ V 1.« SEQ.: 1<15 6 0 7 8 4 4.No bad should be applied to any component until after aY bracing and 4.Installation of truss is the are responsibility be ullityd f t heron respective ttive contractor.nonmenl, fasteners are complete end at no line should any roads greater than ren assumes design loads be applied to any component. and are for"dry condition'.of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibility for the 8.Design assumes ullbea ng aleNsupports�hown.SMmorwedgeIf EXPIRES: 12/3112016 fabrication,handlin necessary. g,edlsmencho the lmitabnsfcompoheyta. T.Pshall besaded on both elo truss, November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWFCA In BCSt,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./Compclrua Software 7.6.7(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 90'— 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #10TR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) 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 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. 20-01 20-01 4 1 I 13-04-09 6-08-07 6-08-07 13-04-09 1 1' 4 1 '1 12 IIM-4x4 12 7.50 7. Q 7.50 iN M-3x5(5) M-3x5(S) .. Illh,� jri o M-3x5(S) M-3x5(5) o M-3x4 M-3x4 � �pPRQ16.0 y 061 15-11 y 8-04 y 15-11 CO. r k4G1N T / 40-02SLC! 1-0'- "Sr 9782PE 1.-- JOB NAME : 3413—A REV. POLYGON NW — C7 ....el� • Scale: 0.1993 _ Ilr WARNINGS: GENERAL NOTES, unless otherwise noted: f•I h4!]. I.Builder and erection contractor should be advised of all General Notes I.This design h based only upon the parameters shown end is for an IndNidual -574, OREGON Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper a �/ 0w Q` 2.2x4 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building designer. /Q ll V 4 3.Additional temporary bracing to insure stability during consirudlon 2.Design assumes the top and bottom chorda to be laterally braced at rr� 4 R Y A / <,, Is Me responsibility of the erector.Additional permanent bracing of 2'cc.and at 10'o.c.respectively unless braced throughout their length by ♦. V DATE: 11/30/2015 the overall structure la the nee oneibiw of bmbm dee continuousyimactb bridging or lateral rI b acing replywood uir a,vhere shown r tlrywell(BC). PAUL + '� �1 p ty o g designer. 3.2a Impact britlging or lelaral bracing required wTero shown++ r•1 V SEQ.: K1560785 4.No bad should be applied foany component until after all bracing and 4.Instanathnoftruss Isthe responsibility ofthe respective contractor. fasteners are complete and el no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied Hany component. and are to:"dry oonditisn"Old,.. 5.CompuTrus has nocontrol over and assumes noresponsibility or the 6tall beeringelaN supports elrosn.shim srwedge it EXPIRES: 12/3112016 mcessery. fabrication,handling,shipment end installation of components. .Design assumes es atled ob dothlNo s efbuss,a November 30,2015 6.Thin design is furnished subject to the limitations set forth by 6.Plates shell be located on both faces of trues,and placed no their center TPIIWTCA in SCSI,copies of nhkh wtll be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&RTR SPACED 29.0" O.C. g g system and components and cladding criteria. 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 Wind: 190 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, M-1.5x9 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). 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. 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 T T 12 4.00 v 2 0 40 0 glligIIIIIIIIIIIII 0 1 ''I o rj I AM 0 3 4 M-3x4 l l J• 1-00 11-06-08 y 1 12-06-08 � �0 PRO,ce 5� 0`~GIN EFd9 >(,) 89782PE �v` JOB NAME : 3413—A REV. POLYGON NW — D1 Scale: 0.9806 WARNINGS: GENERAL NOTES, unless otherwise noted' t'/ OREGON �) 1.Builder and ereGlon contractor should be advised of all General Notes I.This design k based only upon the parameters shown end Is for an indt dual Truss: D1 and Warnings before construction commences building component.Applkabiloy of design parameters and proper �/ (T T 2.244 compression web bracing must be Installed where shown•. incorporation of component Is the responsibility of the building designer. 1,4410 T� ctG •V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unless hr to be laterally braced at 7T Al'1 j 9 y "�:7 b Me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 D'o.c,respectively unlew braced throughout their length by i DATE: 11/30/2015 the overall MuGare is the responsibility f the building des continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U{ 1 P ty o g ig^er. 3.24 Impact bridging or lateral bracing required where Mown•• 1.. SEQ.: Ki5 607 8 6 4.No ked should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes mil bearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, sery edlsubedao the Installation Toth yl,. T.Peso be located oneothifaceloPmsised. November 30,2015 8.This design re furnished subject to the limitations set forth by B.Plates Meq be located on both faces of trues,and placed so their center TP WJUCA In SCSI,copies of whkh will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sin of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(IL)-E 10.For bask connector plate design values see ESR-1311,ESR-1988 Wel) 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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x4 KDDF STAND; 3-4=( -7) 3 6-3=(-165) 128 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 = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 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" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP *a 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 = -0.004" @ 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" A f f 'I ` MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 4.00 17 M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. t Wind: 190 mph, h=21.3ft, TCDL=9.2,flCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3X92 in the plane of the truss only. N O 1 ,0,...illIdligiallgill1111111111111111111.-ti 1 5 6 o M-3x8 M-1.5x3 M-3x4 Jo )' )' 6-06-02 5-10-06 1 b y 1-00 11-06-08 { r J' 12-06-08 y ,�c�EO PR piss �iSD. C.'N 9 /0I 89782PE JOB NAME : 3413-A REV. POLYGON NW - D2 . 1 Scale: 0.4181 WARNINGS: GENERAL NOTES, unless otherwise noted: 5.,/ �4) 1.Builder and erection contractor should be advised 01 all General Notes t.This design k based only upon the parameters shown and is for anindNiduel r OREGON /� Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4//- ��.* �` 2.2a4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 1:9,.... A 41./ CP b G Q" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced e1 � I l :J is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 1G c.c.respect rety unless braced throughout their length by DATE: 11/30/2015 the overall structure la the responsibility f the building deal continuous sheathing such as plywood aheatnmg(TC)andlor drywall(Bc). r-n t 'L 0 ponsi ty o g gner. 3.2s Impact bridging or lateral bracing required where mown++ a"{�J SEQ.: K15 60 7 8 7 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design a non-corrosive trusses are to be used In a nonrrosive environment, TRANS ID• LINK design loads be applied to any component. and are qr"dry condemn•of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.De Sign assumes full bearing al all supporta shown.Shim or wedge 11 EXPIRES: 12/31/2016 fabrication,handlin ass g,edismenteo the llmesnses components. 8.Pietas l beelcated on drainagePis truss,d. November 30,2015 8.This design k furnished subject to the limitations sal brio by 8.Plates shall be located on both/aces of truss,end placed se their center TPIiWICA 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,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,E5R-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/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 1 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 KDDF STAND; 3-4=( 0) 0 • 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 = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 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 "cc spacing. I. BOTTOM CHORD CHECKED FOR lOPSF 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 ,4' a' 1 . MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 4.00 17 M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 I Wind: 140 mph, h=20.Bf t, ;CDL=9.2,BCDL=6.0, ASCE 7-10, M. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End verticals) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 2 N O m LI, o 1 I 6�� 5 M-3x8 M-3x4 J. ,jr J. 9-03 0-05-08 ,Jr J. 1 1-00 8-08-08 1 9-08-08 1 o PRace 0 . �� tiIN�49 c?'p cr :9782PE I-- JOB NAME : 3413-A REV. POLYGON NW - D3 • •► Scale: 0.4704OM WARNINGS: GENERAL NOTES, unless otherwise noted. C/ �40 1.Builder and erection contractor should be advised of all General Notes 1 This design sbased only upon the parameters shown and lsbranindividual 's" OREGON d Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper / (1 2.2k4 compression web bracing must be Installed where shown t. Incorporation of component Is the responsibility of the building designer. «e'J " t1�.j G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at l7 '�1 f l :J is me responsibility of the erector.Additional permanent bracing or 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the res Ibnl r the building deal is Impact us sheathing or s termch b plywood red here hewn•arywan(Bq. A�1 I L � pone ry o g goer. 3.2a Impact bsheath or lateral bracing she required where shown V SEQ.: K15 60 7 8 8 4.No load should be applied to any component until alter all braGng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID' LINK design bads be applied to any component. and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/3112016 e 7 fabrication,handling,shipment and instant*.of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located an both laces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate she of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(IL)-E 10.for basic connector plate design values see ESR-1311,ESR-1908(Muck) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 9l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF kl&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, M-1.5x9 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed fur 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. Note:Truss design requires continuous ** For hanger specs. — See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. _.. 9-08-08 T 1' 12 4.00 17 iiiillH N I1 0 3 4 M-3x4 J• 1 l 1-00 8-08-08 J• l 9-0e-0e �,��Eq PRp,ces., <(.—GI N 6) gal, `� 89782PE r JOB NAME : 3413-A REV. POLYGON NW - D4 e Scale: 0.50791111111 ►. f WARNINGS: GENERAL NOTES, unless otherwise noted: L. ('�I'7 EG �4 I.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the paremelera shown end Is for en Individual . 1� OR EGON ry• �. Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper Lf ' 2.254 compression web bracing must be installed where shown*. incorporation of component tithe responsibility of building designer. 1:45) .tl� �.A G. . 3.Addnlonel temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be latera s braced at 77 'AIRY J Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at iG e.c.respectNely unless bated throughout their length by DATE: 11/30/2015 the overall structure l=the res oneibiil f the building desi continuoussibridging ing or such l b plywood eh, In g(TCh end/or tlrywell(BC). '''',4 , U L p ty o p goer. 3.2s Impact bridging or lateral bracing required where shown.. �'t SEQ.: K1560789 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respectNe contractor. fasteners are complete and et no time should env roads greater than 5.Design s es busses ere to be used In a noncorrosive environment. TRANS I D• LINK design bads be applied to any component. and are on d y condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.Designe °eaum°•tugbe°ringetellsupportsshown.shimorwedgeIf EXPIRES: 12/31/2016 fabrication,handl) shipment end installation of com eery lie e p pith yts. 7.DesigPlates hallassbe located on bath)fele lsprovs,d. November 30,2015 8.This design is furnished subject to the limitations set forth by S.Plates shall be locetetl on both feces Ohms,and placed so their center TPINJICA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 5.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTlus Softwere 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ES12-1058(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 61&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -73/ 298V 0/ 24H 1.50" 0.40 KDDF ( 625) 0'- 11.2" -15/ 2BV 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -39/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 f' 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/290, 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: 140 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=l.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. to to IIIIIIIHJ r 0 oo �� th o a a4 M-3x5 1 1-00 ' 1-00 l ��Q.E) tPWW R OF4,„tS' PROVIDE FULL BEARING;Jts:2,9,4 ��.,,�� '1 I+V L,7 ` "(2 '.c` :\'+9782 P E Vic'' JOB NAME : 3413-A REV. POLYGON NW - E1 ,,;� Scale: 1.1020 , unless otherwlae noted: (l " ''/ alli WARNINGS: GENERAL NOTES, W EG (��I.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �g 17 a E1,7ON hN Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper •!+y // 9/ 2.2x4 compression web bracing must be installed where shown a. incorporation of component la the reaponalbllMy of the building designer. 9,,9 l.t.A a-�" G °^' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7 'l/'}'Y 1'3 �L Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 oz.respectively unless braced throughout their length by \ V DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 2xcontinuousImpact edging or such as acing rplywooequired uirsheathing(TC)whereshown tlrywall(BC). p�U( IP‘ P N g 3.In Impact bridging or lateral ponsibi required where shown t< L SEQ.: K1560790 4.Noload should mappsetltoanycomponentunliteller greater than 4.DesIgn s oftruss lethe aretoneluseofthe respectarnniracior. fasteners are compote and al no time should any loads greeter then 5.Design assumes trusws are to be used In a noncorrosive environment TRANS ID: LINK design loads be applied to any component and Cr.for condition"or use. • 8.5.CompuTrus has no control over end assumes no responsibility for the -Design sass es hill bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. assumes7. lceQ0nedrainage th'fis gepfuss, November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shalt be located o ted on both faces of truss,and placed so their center TPWJTCA In BCSI,copies of which colli be fumished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7(10-E B Diggs indicate eicoof plate inches. P1 B. Forhs connectorizeplate ateIn design es. sae ESR-1311,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION /4 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. I Damage or Personal Injury NMI I. Dimensions are in ft-in-sixteenths. • 4,4 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 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 11111r_ iLlipiiimic," bracing should be considered. ■_� 3. Neverkexceedatthe designdloading and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C5-6il - designer,erection supervisor,property owner and plates 0 '/i ' 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 y 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 use with fire retardant,preservative treated,or 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,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 bysymbol shown and/Or SYP represents values as published specified. �/ bytext 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, or less,if no ceiling is installed,unless otherwise noted. BEARING v,,, 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. Ir/ ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®®140 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction.99• RAM/■����MMMM9999 and picfures)before use.Reviewing pictures alone DSB-89: Desi n Standard for Bracin isnot 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