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3 T2vI 7-0-04) 5. mg= l 2- 5 --- 11724x, mil a MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 1 1-25-15 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: K1560775 thru K1560790 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. PR ores 89782PE 5r" 2.57 OREGON o'`° ir PAUL \ NI 11E- 201 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" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. 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.B, MWFRS(Dix), 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 an continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF 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 T 1' 12 IIM-4x4 12 10.90 F77 3 N 10.90 AIlilI1hIIhH M-3x4 M-3x4 1-00 15-02 1-00 ,ct, 89782PE y� JOB NAME : 3413—A REV. POLYGON NW — Al ...._____ie.----. - -.40,- ' Scale: 0.3404 ; + _ WARNINGS: GENERAL NOTES, unless otherwise noted: t,., p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter.shaven and Is for an individual ` � .OREGON N. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper /, (Q '` 2,2x4 compression web bradng must be Installed where shaven+. Incorporation of component lathe responsibility a}the building designer. ..[)�,(f./�K • { L' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et • i ^f/� J /��/ 2'o.c.and al 1g•c.c.respectively unless braced throughout(heir length by -- `� '/ is the responsibility of the erecter,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). /�I 'tt DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ,• =4.0 1. SEQ. : K1560775 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 ere to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. �/ 12/31/20 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing al all supports shown,Shim or wedge If EXPIRES: 16 necessary. 1�' fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November 30 201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center r TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ilnes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E W.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-729) 317 1- 8=(-921) 531 3- 9=(-412) 423 2x6 KDDF #1&13TR T1 SPACED 24.0" D.C. 2- 4=( 0) 0 8- 9=(-387) 534 9- 9=(-284) 490 BC: 2x4 KDDF #1&BTR 3- 4=(-545) 308 9- 6=(-185) 948 9- 5=(-164) 138 WEBS: 2x4 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=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C 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/ 1349 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/ OH 5.50" 1.24 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x9 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/290, 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 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 -0.007" MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 T T '1 T T T 12 -M-9x4+ 21 12 Design conforms to main windfotce-resisting 10.90 P N 10.90 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. M4 x6 M-1.5x3 ~4 M-3x6 o /r.... .... .... .. .i.... ....., a1 ►moooM-3x B 0.25" M-3x9 " o � D ['_R 04 M-3x9+ M-5x12(S) (� , I. $ 19-11 y 7-07 ��� �GNE ,L27-06 i oo 89752PE1-00 �. • OOP' JOB NAME : 3413-A REV. POLYGON NW - B1 Scale: 0.1890 ,' r�,. • rf ��, WARNINGS: GENERAL NOTES, unless otherwise noted: "/1j!+-O+ REGONrryt-1 • �".' 1.Builder and erection contractor should be advised of all General Notes 1,Thls design Is based only upon the parameters shown and is for an individual V� �: f Vy Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper f "'f J 2.2x4 compression web bracing must be Installed where shaven+. incorporation of component le the responsibility of the building deelgner. ir - - � 2.Design assumes the top and bottom chords to be laterally braced at !-f';[,w LJ '� 3.Additional temporary bracing to Insure stability during construction 2'o.c.and al 10'o.c.respectNely unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). - DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or latent bracing required where shown++ S E K 15 6 0 7 7 6 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. y 12/31/2016 f� r� )ry i 4' fasteners are complete and at no time should any bads greater than 6.Design assumes trusses are to be used In a noncorrosive environment, EX RES. i GI47 /GQ t design bade be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if November 30,2015 6.CompuTrus has no control over and assumes no responsibility for the nacesse ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center TPVWTCA 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./CompuTrus Software 7.6.6(1L)-Z to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 90-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x6 ROOF #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=( -9059) 2199 7- 8=(-2136) 9795 7- 3=(-2819) 11598 2x6 ROOF #2 A 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)= 09.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 477.1)+DL( 394.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"0C. ION. 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) _...4_- ( 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: XXX9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x8 bottom chords, ICORD. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 9" oc in 1 row(s) throughout 2x9 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" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 / 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 17 N1 0.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,fes( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, A Truss designed for wind loads in the plane o£ the truss only. M-3x8 M-3x8 Akihillikin M-5x16 M-5x16 WEA A Lo 1 • M-4x10 -M-10x10 M-4x10 M-7x8(S) 7-04 6-05 6-05 7-04 ,:(��.� P . S� y 15-06 12-00 y `rD ; lNE T19 '2, 27-06 89782PE yv JOB NAME : 3413-A REV. POLYGON NW - B2 .r Scale: 0.1866 : i ` WARNINGS: GENERAL NOTES, unless etherwlse noted: 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 an Individual " ..OR.EGO N Truss: B 2 and Warnings before mnalructlan commences. building component.Applicability of design parameters and proper 4, ()� 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the respansiblllty of the building designer. -,,yy� C/A -Ab •V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to ba laterally braced at • "R Y Is the responsibility of the erector,Additional permanent bracing of 2 o.c.and et 10'o.c.respectively unless braced throughout their length by _ ir continuous sheathing such as plywood sheething(TC)and/or drywall(BC). �r "'-AUL. ��._ 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 a 1"�(l S E El5 6 0 7 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q' ' fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D- LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it 12/31/2016 necessary. EXPIRES: . fabrication,handling,shipment and inetallatlon 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 shag be located on both faces of truss,and placed so their center November IJ r I J TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. Mu-reit USA.Inc./CompuTrus Software 7,6,6(11)-E t0.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 16'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #103TR 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"00.. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, 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 iOPSF 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 41 T T f lz IIM-4x9 1z 10.90 P 2 a 10.90 Io • =M-4x9 =M-4x4 y y y '<-'. D PRp .s(.S 16-00 1-00 �� r1C. • ••' .' •89782PE � JOB 'NAME : 3413-A REV. POLYGON NW - GGE • Scale: 0.3299 • WARNINGS: GENERAL NOTES, unless otherwise noted: (.s' �J; r 1.Builder and erection cantrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual \ OR.EGON '''S-' Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper q� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. • .,TA'�!� ! 3.Additional temporary bracing to Insure stability during construction •2.Design assumes the top and bottom chords to be laterally braced et f ,f • �4 • Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -— r4 V continuous sheathing such as plywood sheathing(TC)and/or drywell(8C). /{ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ �/1.� . SEQ. : K 15 6 0 7 7 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are Os,"dry condition"of use. w/ p 12/31/2016 n JY�q ry/ { 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shove.Shim or wedge If EXPIRES: i 2/3 I/20 1 6_ necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 30 2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center r TPVWTCA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate In Inches. M:Tek USA,Inc./CompuTrus 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'- 0.5" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)1-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 CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRD(Dirt, TOTAL LOAD = 42.0 PSF load duration factor-1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PIF 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. 19-11-08 20-01 T f T 13-03-01 6-08-07 6-08-07 13-04-09 T T T T i' 12 I IM-4x4 12 7.50 1,7 '7:17.50 NM M-3x5(S) M-3x5(5) �* b llill IIIIIIII .I �'',f I''` of o ' MM MM ..} o M-3x5(S) M-3x5(S) of M-3x4 M-3x4 Ep P R p� • y • 15-09-08 8-04 y • 15-11 `�• j�� NIN �- ScS'��. 90-00-08 �� ,�� 1-0 ����' :69/821-'E JOB NAME : 3413—A REV. POLYGON NW — Cl —.sr'''. ," '', .,p. ' scale: 0.2000 WARNINGS: GENERAL NOTES, unless otherwise noted: C,I 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 an individual =7 OREGON �. Truss: Cl and VJamings before construction commences. building component.Applicability of design parameters and proper It, (E' ..10110;.r: ' ' ' 2.2x4 compression web bradng must be Installed where shown.. Incorporation of component Is the responsibility al the building designer. (J V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced et 2'o.n.and et 10'o.c.respectively unless braced throughout Ihal,length by — ��� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es ptyvrood sheathing(TC)and/or drywall(BC). t DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown.+ /1�,,tJ 1..�. S E Q.: K 15 6 0 7 7 9 4.No load should be applied to any component unlll after all bradng and 4.Installation of truss is the responsibility of the respective contractor, .. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D: LINK design loads be applied to any component, and are for"dry condition"of use. 'y,/ p 12/31/2016/r�{/ 5.CompuTrue hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXP I RES: i 2/3 i 1201 6 necessary, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ^I ovem be r 3O 2O.I 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 'Y , I TPIMlTCA 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)1L)-E 10.For basic 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 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF COSTS LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1940 3-10=(-674) 563 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 = 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/ 3039 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) 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 - 0.135" @ 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" @ 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 1 ,( >{ 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. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x67\7,17.50. (All Heights), Enclosed, Cat.2, Exp.B, MWFR5(Dir), 7.50 Q 7.50. load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, /- 4 '(f Truss designed for wind loads S4in the plane of the truss only. M-5x6(5)" 0.2M-5x6(5) .255" • ,-' )15x3flill 0 11 2/A1111110 'Rp P,R Qj 0 1. 9 10 11 12 oI -3x6 M-3x4 0.25" 0.25" M-3x4 - 6 0 y y M-5x6(S) M-5x6(S) l y .C ..1.-•• IN CS1s}.ri 8-02 7-07-08 8-04 7-07-08 8-03-08 y y )' 19782PE r- 40-00-08 1-04-08 .�w� JOB NAME : 3413-A REV. POLYGON NW - C2 y Scale: 0.1555 (..,,. A t.�J"'OREGON('� ' ,. WARNINGS: GENERAL NOTES, unless otherwise noted: '..\'! '. II VO 0�. 1.Builder and erection contractor should be advised of e l General Notes 1.This design Is based only upon the parameters shown and is for an Individual I,�,�y v/� . Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 '! `� 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. __ s 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced at 47- /ti� 'C ` 2'o,c,and at 10'o.c,respectively unless braced throughout their length by - J`'' F Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 6 0 7 8 0 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than S.Design assumes trusses are to be used In a noncorrosive environment. �/ �+ 12/31/2016 t'� .{ ry/�{c T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. EXPIRES: t 2/3 1/20 E 6 5.Com puTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. November 30,2015 fabrication,handling,shipment and Installation of components. 7_Design assumes adequate drainage Is provided. 6,This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANICA In BCSI,copies of which Mil be furnished upon request. lines coincide with Joint center lines. 9,Digits indicate size of plate In inches. MiTek USA,Inc.ICompuTrus Software+7.6.6-SP2(1 L)-E 15,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 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1-4162) 1836 1-11=(-1458) 3621 11- 2=( -405) 1158 6-16=(-473) 1050 BC: 2x4 KDDF Pl&BTR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=1 -791) 555 16- 7=(-686) 568 WEBS: 2x4 KDDF STAND 3- 4=1-2251) 1067 12-14=( -766) 2440 12- 3=( -28) 349 7-17=(-263) 573 LOADING 4- 5=1-2168) 1170 13-15=( -26) 64 3-14=( -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+D1( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1166 15-16=( -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=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2474) 1157 17- 9=1 -728) 2080 14- 5=1 -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=) -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=( 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 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) ICOND. 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 = 2.606" 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 f , f 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" '1 T T T T T f T f 12 12 Design conforms to main windforce-resisting 7.50 M-4x6 '17.50 system and components and cladding criteria. 4' 11 Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f M-3x5 c \ (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 5x6(5) M-5x65 (5)/7 End vertical(s) are exposed to wind, Truss designed for wind loads fl 2$" 5 in the plane of the truss only. M-3x4 101 N1 3 /1111111i11111.11 -1.5X3 M-3x5 2 M-3x8 .o; o of of 1 M-3x4+ M-3x9 0 13 15 16 17 �4 0 o M-1.5x3 0.25" M-3x4 M- 6 1 0 o M-3x4+ o 0 M-5x8 a 3.75 M-4x10 M-5x6(5) 12 �c 1. p-R ox�s y y y ,L y y GJ� Glnj Sic, 2-05-12 5-05 5-05 2-04 8-05-12 7-07=08 8-03-08 . </`'° '/ y y ), y y2-04 10-10 26=10-08 1-04-08 4-08 • 0�7C��PE �� 40-00-08 ` O C7 JOB NAME : 3413-A REV. POLYGON NW - C3 ' / r /0. ��; Scale: 0.1297 .�r�r WARNINGS: GENERALNOTES, unlessotherwise noted: 7/1„ OREGON-• • ry� 1.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 .�j \- /( ,r� �`. Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters end proper 7,9 . y• '\J_ , , Incorporation of component Is the responsibility of the building designer. V . 2.2x4 compression web bracing must be Installed where shown+. p0 P PO y 9 g -- - -- f v 3.Additional temporary bracing to insure stablllty during construction 2.Design assumes the tap and bottom chords to be laterally braced al A UL. , ` _ Is the responslbllity 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). DATE: 11/30/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 6 0 7 81 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �/ f'})r]i ry T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. .EXPIRES. 12/31/2016. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supporta shown.Shim or wedge if November 30,2 015 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced as their center TPIANfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP2(1 L)-E 10.for basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x4 KDDF STAND 3- 4=(-2252) 1066 11-13=( -766) 2427 11- 3=( -28) 349 15- 7=1-688) 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 POE 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 ERG 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) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=5/180 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" f f 1' 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 windforce-resisting 12 12 system and components and cladding criteria. M-4x6 7.50 F77 Q 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 ,f( load duration factor=1.6, #\ End vertical(s) are exposed to wind, M-5X6M-3x55 M 5x6(5} Truss designed for wind loads in the plane of the truss only. .25" 0.25" 9 1,,,siNss' M-3x9 3 M-1.5x3 ihiiii.„ M-3x5 2 M-3x8 4101-1,-11 � ' M-5x6 a 13...1"2"".---. .. o 1' M-3x4+ M-3x4 0 12 14 15 16 .*6 I I M-1.5x3 0.25" M-3x4 M-3x6 i o M-3x4+ o 0 M-5x8 o-r- a 3.75 M-4x10 M-5x6(S) 12 -..-9,..D - D RR 0Fe �y ; ; ; ; ; y y l� kv IN f 2-04 5-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 � . ,. n . � y y 204 10-10 26-10-08 `9I82PEy y 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C4 Scale: 0.1347 '''r` ! /�� h ,W WARNINGS: GENERAL NOTES, unless otherwise noted: .10 j�_/OREGON R.E V I.V('�()� '; 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .,r y .,V� _ V' Truss: C 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 77 2.2x4 compression web bracing must be Installed where shown a. Incorporation of component in the responsibility e1 the building designer. .� - __ - � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced al tom. Is the responsibility of the erector.Additional permanent bracing of 2'etIs and at ICY o.c.respectively as ly unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility at the building designer. 3.2x Impact bridging or lateral bracing required where shown a* SEQ. : Ki5 6 0 7 8 2 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. (j�}} /r� n(� �+ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES:iZES. 2!�71 IL V.1'U T RAN S 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 6.Design assumes full bearing al all supports shown.Shim or wedge if necessary. November 30,2015 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA 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,Ine.ICompuTrus Software 7.6.7(1L)-E 11.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 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 8=(-750) 2311 2- 8=(-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) 1929 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=1-2659) 1087 10- 5=(-688) 567 TOTAL LOAD = 42.0 PSF 5-11=(-321) 583 ** For hanger specs. - See approved plans LL = 25 PIP 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 D'- 0.0" -267/ 1707V -298/ 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. . 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 = 0.135" @ 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. l' "r l' 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRs(Dir), f f f f 1' 1' 1' load duration factor=l.6, 12 12 End verticals) are exposed to wind, M-4x6 - Truss designed for wind loads 7.50 Q 7.50 4 0„ in the plane of the truss only. 4 .f7( n\ M 5x6(5)" 00000000/ '. 0.2 M-5x6(5) 0.255" 3 • \ , , / M-1.5x3 M-1.5x3 2 • /ahllIllihik..' ,c, . o �n ped 0 1 80 11 ..70 --- I M-3x6 M-3x4 a.25" V.25" M-3x4 � M-3x6 1 . M-5x6(S) M-5x6(S) �C '- p �OfiCSs 8-02 7-07-08 8-04 7-07-08 8-03-08 • 6 ,st/1, 40-00-08 .4` , :9782PE �c JOB NAME : 3413-A REV. POLYGON NW - C5 .' . Scale: 0.1533r --.....- - / WARNINGS: GENERAL NOTES, unless otherwise noted; , 1,1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual `7,e _DR EGOI J O� �, Truss: C5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,lf 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. .•A GA� r 3.Additional temporary bracing to Insure arability during construction 2.Design assumes the top end bottom chords to be laterally braced at 7/9 1. /[�/ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by F - �� ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA 1'1 t � • DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. S 2x Impact bridging or lateral bracing required where shown*t ! l/L SEQ. : Ni5 6 0 7 8 3 4,No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. • 6.Design assumes full bearing at all supports shown.Shim or wedge If EPIRES• 12/31/2016 • 5.CompuTrus has no control over and assumes no responsibility for the necessary. Xx fabrication,handling,shipment and Installation ofcomponents. 7.Design assumes adequate drainage is provided. 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 TPIIWTCA 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.7CompuTrus Software 7.6.7)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x4 KDDF STAND 3- 4=(-2047) 1110 10-11=(-198) 1449 3-10=(-688) 568 LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=(-476) 1043 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) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6--7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 42.0 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 BOG 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/ 3040 5.50" 2.74 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) 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 = 0.137" @ 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 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 / Design conforms to main windforce-resisting '1 ' . 1 f f I 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-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.0" load duration factor=1.6, 4 AS( End vertical(s) are exposed to wind, u1 Truss designed for wind loads SIin the plane of the truss only. M-5x6(5) M-5X6 0.25" 0.25" 3 firr� >5x31AYAV415x3 0 �(0 1 1*M-3x6 M-3x9 b�.25" b1.25" M-3x4 M-74'6 D P R OPE • M-5x6(S) M=5x6(5) r V C y y y y y y • G#N E -'y`S�1, 8-03-08 7-07-08 8-04 7-07-08 8-03-08 N, '{G, 'T /�, y 40-02 1 04-08 .89782PE '.,v I. JOB NAME : 3413-A REV. POLYGON NW - C6 Scale: 0.1516 WARNINGS: GENERAL NOTES, unless otherwise noted: • C.�..,'._ R��� ' �40. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ",, IN (� '. Truss: C6 and Warnings before construction commences. building component.Applicability of design parameters and proper . �/Le.,, - `•.� ' 2.2x4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. �� r., 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f�•� -t Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by `�j continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). /'�I t DATE: 11/30/2015 the overall structure b the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ �j4 1.4 SEQ. : Ki5 6 0 7 8 4 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 non-corrosive environment, T RAN S I D• LINK design loads be applied to any component, end are far"dry condition"of use. • C f t±]]{)r y� 5.CompuTrus has no control over and assumes no responsibility ler the 6.Design assumes full bearing at ail supports shown.Shim or wedge if 'EXP 1 RES. 12/3 1/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, November 30,201 5 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 TPWJTCA in SCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=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 PIF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PIF 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. 20-01 20-01 '1 T 1' 13-09-09 6-08-07 6-08-07 13-04-09 T 1' T T T 12 I IM-9x4 12 7.50 2 Q 7,50 M-3x5(S)00001071114,19-3x5(5) 4IiIlIl11i11____iiiIIIlIIl . of d, +E MM MM s., d, 4 0 o M-3x5(5) M-3x5(5) o M-3x4 M-3x4 . �D PR Qx 15-11 8-04 15-11 `�•• r;�`G�( '6o , 40-02 Or 1-0' :.9�7$2PE r. ,• JOB NAME : 3413—A REV. POLYGON NW — C7 ?s.-• ,r� Scale: 0.1993 t I • WARNINGS: GENERAL NOTES, unless otherwise noted: (,.+' 9 O• REGON '' ' 1.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 (r, • Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper 4z�� �y-V ",`` 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer,. ,Cl tiy .{ V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced at �� `. _ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by — 1.4' Is the responsibility of the erector.Additional permanent bracing of conllnuoue sheathing such as plywood sheathing(TC)and/or dr/wall(BC). //��II '' DATE: 11/30/2015 the overall structure Is the responsiblllty of the building designer. 3.2x impact bridging or lateral bracing required where shown++ • PA.UL_U L SEQ. : 8<15 6 0 7 8 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component, and are for-dry condition"of use. {!� !� Jry/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 0 EXPIRES: 1 2/3 1/G V. 6. necessary. fabA'dcation,handling,shipment end Inelellalion of components. 7.Design assumes adequate drainage Is provided, November ovembe r 30 20 1 5 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 r TPVWTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate slats of plate In inches. MiTek USA,Inc,/CompuTrus Software 7.6.7(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 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: 2x9 KDDF #115TH LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&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=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, M-1.5x.9 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 SOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-06-08 12 9.00 2 -/ • 1 /////////I///////lJ//////////////////I//////////////!////t////////////l/////////I/ll/////// 3 4 M-3x4 • � y y 1-00 11-06-08 12-06-08 RR • 89782PE JOB NAME : 3413—A REV. POLYGON NW — Dl • Scale: 0.9806 , WARNINGS: GENERAL NOTES, unless otherwise noted, OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: D 1 and Warnings before construction commences. building component.Applicability 0 design parameters and proper • \( f1Q � 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. .tl� Cl� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el 7 Is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'c,c,respectively unless braced throughout their length by continuous sheathing such as plywood sheething(TC)and/or drywell(BC). PAUL DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S E K 15 6 0 7 8 6 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. '�/ rr��/Irr�� /r�/�--{{�+ T RAN S I D: LINK 6.Design assumes foil bearing at a0 suppoda shown.Shim or wedge if EXPIRES: 1 2/3 /.L 0.1 V. 5.CompuTrue hes no control over and assumes no responsibility for the necessary, fabrication.handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center November 30,2015 TPIMTCA in BCSI,copies of which will be furnished upon request. thea coincide with Joint center lines. 9.Dlglts Indicate size of plate In Inches, MiTek USA,Inc.iCompuTrus Software 7.6.7(1L)-E 10.For basic co nneclor plate de elfin valuea see ESR-1311,ESR-1988(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: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-236) 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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.004" @ 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" f f ,. 1' MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 4.00 M-1.5x3 4 Design conforms to main windforce-resisting --f system and components and cladding criteria. Wind: 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x92 f in the plane of the truss only. N olir ‘..oO I m 1 7, 5 6 M-3x8 M-1.5x3 M-3x4 ; y y 6-08-02 5-10-06 . 1, y 1-00 11-06-08 J• .- R12-06-08 ,�� NESsi . C, 0,c . / 7. CD`- 4 ' ,t .89782PE <' JOB NAME : 3413-A REV. POLYGON NW - D2 Scale: 0.4181 WARNINGS: GENERAL NOTES, unless otherwise noted: \ l C✓ ,j� i1J3, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual V R EG ON �' .,- Truss: D2 and Warnings before construction commences, building component.Applicability of design parameters and proper �o //''� � 2.2x4 compression web bracing must be Installed where shown*. Incorporation of component la the responsibility of the building designer. Ii11� C//1 r _ / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 7 ''�-ff ;J "� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /+� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - I 4 Il'>1 DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown+* ill L SEQ. : K 15 6 0 7 8 7 4.No load should be applied to any component until after all bradng and 4,Installation of truss is the responsibility of the respective contra dor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition"of use. J 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/20 01 6 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. November m be r']O'l O 1 C 6.This design is furnished subject to the limitations set forth by H.Plates shall be located on both faces of truss,and placed so their center I tl IJ J t L I J TPIMTCA in BCS),copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. M Irak USA,Inc./CompuTrus Software 7,6,7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1900(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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-932) 199 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x9 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 POE 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) l'- 0.0" -52/ 440V -43/ 119H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -98/ 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 "oc spacing. 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 T ,' 'I 'f MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 4.00 M-1.5x3 Design conforms to main windforce-resisting 4 3 -/ system and components and cladding criteria. I Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 2 N r'' 0 I di I rn 0 6► ** 5 0 M-3x8 M-3x4 y ), .9 9-03 0-05-08 1, . .9 1-00 8-08-08 9-08-08 y :- O PRppFs ,� GlNE �%U'L ,cr 89782PE JOB NAME : 3413-A REV. POLYGON NW - D3 - 40 ur40' Scale: 0.4704 WARNINGS: GENERAL NOTES, unless otherwise noted:I. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is far an Individual "7 -OREGON Truss: D3 baldingcomponent.Applicability of design arameters andproper "(!f f1© and Warnings before construction commences. P PPI IY 9 P `/ -1 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 stability during construction 2 Design assumes the top and bottom chords to be laterally braced at i�. Is the responsibility of the erector.Additional permanent bracing of 2'ntc.in end et 10'hin.respectively ply unless braced throughout their dry length by continuous sheathing sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL, DATE, 11/3D/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bradng and 4,Installation of truss is the responsibility of the respective contractor. SEQ.: K 1 rJ 6 7 8 a fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design bads be applied to any component. and are far"dry condition"of use. T RAN S I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EX P It R ES. 12/3'112016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 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 TPIINTCA In BON),copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc.ICompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MIT(*) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 8.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x9 KDDF #10BTR 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. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIE load duration factor=1.6, M-1.5x4 or equal at non—structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PIE 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 ** For hanger specs. — See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 9-08-08 T T 12 4.00 2 —I 7N 1 LD O CO LO A- I 1 rn MN O 3 9 M-3x4 y if ci 1-00 8-08-08 y if __ - 9—os—os .• [ PR© �r - `� .,BGG t N• . r� .89782PEJ JOB NAME : 3413—A REV. POLYGON NW — D4 Scale: 0.5079 ,;. 411111 WARNINGS: GENERAL NOTES, unless otherwise noted: �'y n F �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '1 .O R E G O 1 J • Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper (� 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. .*A� �J-/i ry yi `G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords 10 be laterally braced al 7 ^f/� }J '�L. , Is the responW6111ty al the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by - - — 4 ✓ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/`' f t -`. DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ /S 1�j S.» SEQ.: (<15 6 0 7 8 9 4.No load should be applied to any component until after ag bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. end ere for"dry condition"of use. Jr�q// 5.CompuTrus has nc control over end assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if . EXPIRES: 1 2/3 1/2016 necessary. 1.., fabrication,handling,shipment and Installation Al components. 7.Design assumes adequate drainage Is provided. November I ove mber 302015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Al truss,and placed so thee center 1 , TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 298V 0/ 24H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.09 KDDF ( 625) 12 LL = 25 Ply Ground Snow (Pg) 1'- 0.0" -34/ 20V - 0/ OH 1.50" 0.03 KDDF ( 625) 4.00 17 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IEC 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: 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=1.6, 3 -/ End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Lo2 I I I MOA 0 /- AIM 114 -! M-3x5 y 1-00 y 1-00 y PROF ,, !PROVIDE FULL BEARING;Jts:2,9,4 I GI N '22• •4 :9782PE ,i-- ,• JOB NAME : 3413-A REV. POLYGON NW - El .- • Scale: 1.1020 - '7, WARNINGS: GENERAL NOTES, unless otherwise noted: ,C.�.•' 1.Builder and erection contractor should be advised of all General Notes r.This design is based only upon the parameters shown and is for an individual ` 7r ®R E G ON ' Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper '� p `"• 2.2x4 compression web bracing must be installed where shown♦, incorporation of component Is the unlessresponsibility of the building designer. .,�sl • • �L�` +� 3.Additional temporary bracing to Insure stabllNy during construction 2.Design assumes the top end bottom chards to be laterally braced at T Is the responsibility of the erector.Additional permanent bracing of 2 o c.end at 10'o.c respectively unless braced throughout their length by _ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /{1i t DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown.+ �"1 t. SEQ.: K 15 6 0 7 9 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -- - _ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility hr the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. November ove m be rV 3/,20 1 5 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 t V TPI/WTCA In BCS!.copies of which will be furnished upon request. Bees 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-1311,ESE-1988(MITek) Symb '' s NumberingSystem r Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury mg Dimensions are in ft-in-sixteenths. Irik Apply plates to both sides of truss 123 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. „ 2. Truss bracing must be designed by an engineer.For ®-/16 wide truss spacing,individual lateral braces themselves . WEBS may require bracing,or alternative Tor I !LI 44 abracing should be considered. hilL111 3. Never exceed the design loading shown and never pig •-� All = stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'ii d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint • required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. 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 Plne lumber designations are as follows: in all respects,equal to or better than that i� Indicated b symbol 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, BEARING or less,if no ceiling is installed,unless otherwise noted. ••••••-• 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. )c \' t ' reaction section indicates joint 1 number where bearings occur. 17.Install and load vertically unless indicated otherwise. x A Min size shown is for crushing only. l.0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: mmalsonsio mo u ANSI/TPI1: National Design Specification for Metal ums[77 ,a19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. M II Te ke 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 MiTek° MiTek USA, Inco 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-401 UPPER Fax 916/676-1909 POLYGON 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: R45996186 thru R45996194 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. PRQp co c�, NG`NE i02-37 87022PE <" y2� �QOREGON rP 5� E R 1� 8 �P� A. Ec '• R : 1, 31/ I Or November 30,2015 Hernandez,Marcos 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. Job Truss Truss Type Qty Ply POLYGON R45996186 P1.15-401_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:48 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-8FSq?fsMV_bpMAmggoxEllbO?NrYnLp6KWarezyEzgD 1 1-8-12 1 1 1-4-10 1 2-0-0 1 1 1-2-0 II 1-1-10 1 I 1-3-8 I 1-3-0 I Scale=1:37.2 3x5 = 1.5x3 II 4x8 = 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 II 1 2 3 4 1 1 5 6 7 8 9 10 11 1 12 3 14 mo-,..,--=—,--.....-r:—,—.-„,.— .,—.. -1.2,5s 7� w 21 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 II 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 1 1-11-12 1 11-10-6 12-5-611- 1 18-6-8 I 21-4-0 1 1-11-12 9-10-10 0-7-0 7-0 5-6-2 2-9-8 Plate Offsets(X,Y)- [2:0-3-0,Edge],[7:0-1-8,Edge],[8:0-1-8,Edge],[24:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=394/Mechanical,24=784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max Uplift15=-480(LC 6),24=-844(LC 6) Max Gray 23=1697(LC 3),16=1349(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1551,3-4=-444/0,4-5=-444/0,5-6=-1444/0,6-7=-1444/0,7-8=-1245/0, 8-9=-761/0,9-10=-761/0,10-11=-761/0,11-12=0/1306,12-13=0/1302 BOT CHORD 23-24=1551/0,22-23=598/0,21-22=-598/0,20-21=0/1094,19-20=0/1245, 18-19=0/1245,17-18=0/1245,15-16=-624/0 WEBS 2-23=-1010/0,2-24=0/1766,7-20=101/330,5-20=0/393,5-21=-728/0,3-21=0/1165, 3-23=-1168/0,11-16=-1367/0,11-17=0/942,8-17=-673/0,13-15=0/796,13-16=921/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 'e v-) P R Ores ��5 NGINEF9 /0 2 870; 2PE 4, r" 7 SATOREGON tis QIL 90 SER 11��� A. HEC' EXPIRES:06/30/2017 November 30,2015 i t OC WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 111=III Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not- Y a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ai V AA • building design. Bracing indicatedisto prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing hTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996187 PL15-401_UPPER F02 Floor 10 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:49 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-cRODD?s_GHjgzKLsEVTTrV7WUm60WuNFZAKPBQyEzgC 1 1-0-0 1 1 1-1-10 11 12-0 1 p-7-21 1 1-2-0 1 1-2-0 ii 1-2-0 1 1-2-0 1 Scale=1:33.9 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e •_ o o_ a a_ - o_ - a _ a a_ - /''\ / N / -\_ X .\ / \_ / N \ 0/i. ls\ /....\ p O O O O O O O 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x6 = 3x4= 14-2-2 I 13-0-2 13-7-2I I 19-11-4 I 13-0-2 0-7-0 17-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.31 24-25 >756 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.49 24-25 >482 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=871/Mechanical,20=871/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1588/0,3-4=-1588/0,4-5=2786/0,5-6=2786/0,6-7=-3608/0,7-8=3608/0, 8-9=-4042/0,9-10=-4042/0,10-11=4122/0,11-12=-4122/0,12-13=3586/0, 13-14=3586/0,14-15=3053/0,15-16=3053/0,16-17=-1806/0,17-18=1806/0 BOT CHORD 29-30=0/843,28-29=0/2232,27-28=0/3242,26-27=0/3871,25-26=0/4132,24-25=0/3999, . 23-24=0/3586,22-23=0/3586,21-22=0/2507,20-21=0/970 WEBS 14-23=0/364,2-30=1181/0,2-29=0/1042,4-29=903/0,4-28=0/776,6-28=-639/0, 6-27=0/513,8-27=367/0,12-24=-662/7,18-20=1271/0,18-21=0/1096,16-21=919/0, 16-22=0/716,15-22=-31/252,14-22=-1052/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 'tie's° PR°F�ss c;5 �NGIN��c�I' /"2 87022P-44 �1' f YOR G. �5 <vti s A. HE.?‘ EXPIRES:06/30/2017 November 30,2015 B t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. . !- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ViLaink . building design..Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and pennanent.bracing•• • MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996188 PL15-401_UPPER F03 Floor 2 1 ___ _ _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:51 2015 Page 1 I D.zs2ygYH MYItl_Z1 p9y 12t1 yAg??-Zg8zehuEovzN DeVELwVxwwCtgas2_i HYOTpVF IyEzgA 1 1-6-0 1 1-3-4 1 1 1-1-10 I 1-0-0 1 1 1-2-0 II° i Scale=1:38.1 3x4 = 4x8 = 3x4 II 4x4- 3x5= 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4 = 3x4= 1 23 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 '71" I. 'N-mg./ \, /' N / N / -\ / iN-,/ N / N / •N 1,1 - o v c o be a c a -° 0,0 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5 = 3x8= 4x6=3x6 FP=4x5= 3x5= 3x5= 3x4 = 3x5 = 3x5 = 3x5= 3x4 = 14-0-14 I 3-0-4 I 12-10-14 1?-5-11 1 22-4-12 I 3-0-4 9-10-10 0-7-0 7-0 8-3-14 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.16 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.25 27 >941 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift35=984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-.All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=574/0,7-8=574/0,8-9=1631/0, 9-10=-1631/0,10-11=-2296/0,11-12=-2296/0,12-13=-2565/0,13-14=-2565/0, 1,4-15=2528/0,15-16=-2528/0,16-17=2528/0,17-18=2064/0,18-19=2064/0, 19-20=1227/0,20-21=-1227/0 BOT CHORD 34-35=1498/0,33-34=1735/0,30-31=0/1148,29-30=0/2013,28-29=0/2565, 27-28=0/2565,26-27=0/2603,25-26=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=1780/0,12-29=548/0,10-29=0/396,10-30=-537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=1070/0,4-33=0/1208,4-34=-1446/0,21-23=928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. . F 3)Refer to girder(s)for truss to truss connections. ..DOp 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. rA ' N t u.o 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to EN �� F'Y Q2 be attached to walls at their outer ends or restrained by other means. '1.i -9 6)CAUTION,Do not erect truss backwards. 870 2 P E to /, N , --y �Aj, OREGO If <C/. 'A C0 7BER 1\ P�4 S A. H EP`s EXPIRES:06/30/2017 November 30,2015 e. OO WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. W 1 K . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not -a • ... a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall A V is building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996189 PL15-401_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., . Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:52 2015 Page 1 ID:zs2ygYH MYItl_Z1 p9y 12t1 yAg??-10hLr1 vsZC5Ego4Rve0AT813q_DJjB3hF7Y3nkyEzg9 1 1-3-0 1 1-5-0 1 I 1-5-6 1 2-0-0 - -1 11-2-0 I IQj¢2 j Scale=1:37.1 3x4—1.5x3 II 4x6 = 3x4 II 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 . :. % _ a _ o _o o m a _ o m e e e o" ►_, e MI 23 22 21 20 19 18 17 16 15 4x5= 3x8 = 3x6 FP= 3x10 = 3x6 = 1.5x3 II 3x4= 3x6= 3x4= I 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edgel,[17:0-1-8,Edgel,[23:Edqe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.14 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.21 18 >999 360 . BCLL 0.0 Rep.Stress Inc- YES WB 0.82 Horz(TL) 0.02 15' n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23,20-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical Max Uplift 23=-902(LC 4) Max Gray 15=657(LC 4),22=2013(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2515,3-4=0/2515,4-5=-251/0,5-6=-251/0,6-7=1993/0,7-8=1993/0, 8-9=-2337/0,9-10=2337/0,10-11=1912/0,11-12=-1912/0,12-13=1912/0 BOT CHORD 22-23=-1154/0,21-22=1215/0,20-21=-1215/0,19-20=0/1270,18-19=0/2337, 17-18=0/2337,16-17=0/2293,15-16=0/1139 WEBS 2-23=0/1474,2-22=1729/0,8-19=553/0,6-19=0/810,6-20=-1172/0,4-20=0/1608, 4-22=-1567/0,13-15=1276/0,13-16=0/866,10-16=427/0,10-17=-159/302 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ���cD PR press ��co ��GiNER X0 cr 870, 2PE �r' . y 'off, OREGON ti9 �� O �OOe 41 ER 1��p..\ A. HE. EXPIRES:06/30/2017 November 30,2015 t r=d ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2016 BEFORE USE. 1111/1 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not =.YM a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall 51111 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996190 PL15-401_UPPER F05 Floor 8 1 Job Reference(optional) - -- - _. Pacific Lumber&Truss Co., Beaverton,Oregon - ... .', o-,_-,_. - •. 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Nov 27 10:56:53 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12tlyAg??-VDFj2NvUKWD5SyfdTLXP?LIANOSvShcrUnlcKByEzg8 1 1-0-0 I 0i1dr 1-2-0 ;P II 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 Scale=1:36.4 4x4-4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 3x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 a - o :� o �. n �:. a o ®.. q o /'�\ / \:./\ / � / � / � /�� _\ / \\9 9 7 o v ami o e v e s n v 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x6=3x6 FP=3x5 = 3x5= 3x5= 3x5= 4x4= 3x5= 4x6 - 3x4 - 1.5x4 SP= 15-6-14 I 14-4-14 1411-1 it I 21-4-0 1 14-4-14 10-7-0 7-0 5-9-2 Plate Offsets(XX)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.40 29 >641 480 MT20 220/195 TCDL 10.0 Lumber Increase . 1.00 BC 0.68 Vert(TL) -0.62 29 >410 360 BOLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:107 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=4547/0,10-11=4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-455410,14-15=-4554/0,15-16=3935/0,16-17=3935/0,17-18=3339/0, 18-19=3339/0,19-20=-1950/0,20-21=1950/0 BOT CHORD 34-35=0/905,33-34=0/2419,32-33=0/3553,31-32=0/3553,30-31=0/4309,29-30=0/4682, 28-29=0/4688,27-28=0/4254,26-27=0/3935,25-26=0/3935,24-25=0/2723,23-24=0/1042 WEBS 16-27=0/550,17-26=0/389,2-35=-1268/0,2-34=0/1130,4-34=990/0,4-33=0/864, 6-33=-724/0,6-31=0/598,8-31=460/0,8-30=0/334,12-28=255/55,15-28=0/498, 15-27=885/0,21-23=-1366/0,21-24=0/1190,19-24=-1014/0,19-25=0/807, 18-25=20/270,17-25=1150/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ?, D P R OFR. attached to walls at their outer ends or restrained by other means. '` S' �r� �GI1VEc� /i,. 87022PE ; r / , A=� OREGON tip. zv C'� OBER 1\ PCO . S A. NE-0' EXPI RES:06/30/2017 November 30,2015 00 WARNING-Verify design parameters and READ NOTES.ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111 la ME. Design valid for use only with MiTek0 connectors.This design is-based only upon parameters shown,and is for an individual building component,not l • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web-and/orchord members only.Additional temporary and permanent bracing '. MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,056-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 • Citrus Heights,CA 95610 • Job Truss Truss Type Qty Ply POLYGON R45996191 PL15-401_UPPER IFO6 Floor 2 1 Job Reference(optional) L.._ _. Parc Lumber&Truss Co., . Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:55 2015 Page 1 I D:zs2ygYH MYItl_Z1 p9y12t1 yAg??-RbN UT2xlr7TphFpOamZt5m NZXBDkwWw7x5njO3yEzg6 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 110-11-2 1 Scale=1:38.5 3x4 = 4x8= 3x4 II 4x5= 4x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 :71 ly. '' 'Nno/ \ / \ /N /N X_ "up /N / N-/N / \- 9 - Q D e DB O O C_ u � IM1NQQf 35 34 33 32 31 30 29 28 27 26 25 24 23 4x5= 3x8 = 3x6 FP= 4x5= 3x5= 3x5 = 3x4= 3x5= 3x5 = 3x5= 3x4= 4x6 = 14-0-14 I 3-0-4 I 12-10-14 15-11 1 22-7-8 I 3-0-4 9-10-10 7-0 8-6-10 0-7-0 Plate Offsets(X,Y)- j12:0-1-8,Edge1,(27:0-1-8,Edge),(35:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.17 27 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.26 26-27 >899 360 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:113 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=701/0-2-12,34=2195/0-7-0,35=-917/0-2-4 Max Uplift35=1009(LC 4) Max Gray 23=702(LC 4),34=2195(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2915,3-4=0/2915,4-5=0/915,5-6=0/915,6-7=555/0,7-8=-555/0,8-9=1636/0, 9-10=1636/0,10-11=-232410,11-12=-2324/0,12-13=-2618/0,13-14=-2618/0, 14-15=-2578/0,15-16=2578/0,16-17=2578/0,17-18=-2096/0,18-19=2096/0, 19-20=1244/0,20-21=1244/0 BOT CHORD 34-35=1534/0,33-34=1790/0,30-31=0/1141,29-30=0/2031,28-29=0/2618, 27-28=0/2618,26-27=0/2665,25-26=0/2384,24-25=0/1715,23-24=0/671 WEBS 2-35=0/1844,2-34=1820/0,12-29=57'9/0,10-29=0/411,10-30=-553/0,8-30=0/694, 8-31=-821/0,6-31=0/963,6-33=1086/0,4-33=0/1225,4-34=-1464/0,21-23=940/0, 21-24=0/801,19-24=-661/0,19-25=0/534,17-25=-402/0,17-26=0/273,14-27=-268/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)23,35. QED PR OF' 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement �'S� SS GIN'- / at the bearings.Building designer must provide for uplift reactions indicated. C? (Gl`� F� 0 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0'oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8 f 2P E �� 6)CAUTION,Do not erect truss backwards. - . r ,� OREGO '`o 40 0 'S) $'4,1 BER 1\ Q� SA. HE?' EXPIRES:06/30/2017 November 30,2015 004 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .. L a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . trek --- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996192 PL15-401_UPPER F07 Floor 2 1 Job Reference(optional) . Pacific Lumber&Truss Co., •Beaverton,Oregon • . .• .. - 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:56 2015 Page 1 ' ID:zs2ygYHMYltl_Z1p9y12t1yAg??vnxshOyNcRbgJPNC8T56d_wjMbT7f4rHAIWGwWyEzg5 10-10-0 1 9- 1 1-2-0 1 I""-01 I D-9-0 10-9-0 ii 0-9-0 10-9-0 I 10-9-0 10-9-0 1 Scale=1:34.3 3x4= 4x4= 4x4= 3x4= 3x4 = 3x4 = 3x4= 3x4= 3x6 FP= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 N / \ /\ /\ ./\ /\ /\ /\ i- \ /\ /\ / \ 9 D IlbI O e CE Ai 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6= 3x6 FP= 3x5= 3x5= 3x5= 4x5= 3x5 = 3x6 = 4x5= 3x4 = 1.5x4 SP= 3x5= 14-4-14 I 13-2-14 1p-9-141 1 20-2-0 1 13-2-14 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- j17:0-1-8,Edge],(18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.32 33 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 33-34 >485 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=881/0-4-4,40=881/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1379/0,3-4=-1379/0,4-5=-2483/0,5-6=-2483/0,6-7=3317/0,7-8=-3317/0, 8-9=-3881/0,9-10=3881/0,10-11=-4177/0,11-12=-4177/0,12-13=-4200/0, 13-14=4200/0,14-15=3978/0,15-16=3978/0,16-17=3978/0,17-18=3617/0, 18-19=-3075/0,19-20=3075/0,20-21=2299/0,21-22=2299/0,22-23=1261/0, 23-24=1261/0 BOT CHORD 39-40=0/725,38-39=0/1964,37-38=0/2933,36-37=0/3632,35-36=0/3632,34-35=0/4062, 33-34=0/4221,32-33=0/4113,31-32=0/3617,30-31=0/3617,29-30=0/3617,28-29=0/2730, 27-28=0/1808,26-27=0/660 WEBS 17-31=412/0,18-30=0/367,2-40=1112/0,2-39=0/1003,4-39=897/0,4-38=0/796, 6-38=-690/0,6-37=0/590,8-37=483/0,8-35=0/383,10-35=277/0,24-26=-1072/0, 24-27=0/977,22-27=-890/0,22-28=0/798,20-28=-701/0,20-29=0/560,14-32=-268/42, 16-32=317/0,17-32=0/880,18-29=1017/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. - 2)All plates are 1.5x3 MT20 unless otherwise indicated. �.c[} P R OFF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. CO'`� GINE ss� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �\ (GN F'9 O?. be attached to walls at their outer ends or restrained by other means. 44p 87022PE f �'0j, OREGON ti� AL 'A0,- 8 ER \' nr Li A. HEF>i • EXPIRES:06/3012017 November 30,2015 6 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Il I I I g .. . . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord.members only.:Additionaltemporary and perrnanent bracing i 1T ek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996193 PL15-401_UPPER F08 Floor 1 1 Job Reference(optional) _ Pacific Lumber&Truss Co., . Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Inaustiies,-Inc.,Fri Nov 27 10:56:57 2015 Page 1 • ID:zs2ygYHMYIU_Z1 p9y12t1 yAg??-N_VEuky?NIkXxZyOi BcLABSx??vyOVYQPPGgTyyEzg4 I 1-6-0 1 1-3-4 1 I 1-4-10 I 2-0-0 1 1-2-0 II 1-1-10 i 1 1-3-11 1 3-0 1 Scale=1:39.1 1.5x3 II 1.5x3 I I 3x5= 3x6= 1.5x3 II 1.5x3 II 3x6 FP= 3x5 = 1.5x3 II 1 2 3 4 5 6 7 • 8 9 10 11 12 13 14 15 cc:',1 .4\44, io,,,,,,,,01,'°' -1141 . .000 °°' 'N . V N• c lc,j-4 m 8 e B eWO ail 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 I I 1.5x3 II 3x6= 3x8 = 14-0-14 I 3-0-4 I 12-10-14 1 -5-14 1 19-7-0 I 22-4-11 I 3-0-4 9-10-10 7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)— [8:0-1-8,Edgel,[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP . TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.09 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 20-21 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF StudlStd(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=-371/0-3-12,24=1523/0-7-0,25=-504/0-4-4,17=1310/0-5-8 Max Uplift 16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/1761,3-4=0/1762,4-5=-298/0,5-6=-298/0,6-7=-1358/0,7-8=1358/0, 8-9=-1201/0,9-10=749/0,10-11=-749/0,11-12=-749/0,12-13=0/1257,13-14=0/1254 DOT CHORD 24-25=-917/0,23-24=-779/0,22-23=-779/0,21-22=0/979,20-21=0/1201,19-20=0/1201, 18-19=0/1201,16-17=597/0 WEBS 2-25=0/1103,2-24=1148/0,8-21=122/284,6-21=0/426,6-22=764/0,4-22=0/1198, 12-17=1333/0,12-18=0/910,4-24=-1200/0,9-18=-634/0,14-16=0/762,14-17=-892/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. •\-\'' P R O f fiss G..... �NGINEF19 /02 87022PE / �r / ti 5. -0),, OREGO cf111 AP 'iii SER. '\'\' P�4 SA. NE�� EXPIRES:06/30/2017 November 30,2015 AO WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.' • .. 1 A to Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not B L1 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek, llii buildin desi n,Bracin indicated is to revent-bucklin .of individual truss web and/or chord members on Additional tem ora and ermanent bracin r - • • ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rill Quality Criteria,PSB-89 and BCSI Building Component • Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996194• PL15-401_UPPER F09 Floor 1 1 Job Reference(optional) __ -. Pacific Lumber&Truss Co., Beaverton,Oregon . . . .- - . • - ' 7.530 s Jul 11 2014 MiTek Industries,Inc.-Fri Nov 27 10:56:59 2015 Page 1 I D:zs2ygYHMYItl_Z1 p9y 12t1 yAg??-KMd?JQ_FvM_FAt6npcepFcYEQoVjsPUjsjlwXryEzg2 f H 10 I I 1-2-0 1 QI 10-9-0 10-9-0 110-9-0 10-9-0 110-9-0 la-9-0 I Scale=1:34.8 3x4= 4x4- 3x4 - 3x4- 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4 = 3x4= 4x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 f/iv ivirirdww-irwof®MCC o \ /\-/'\-/'\- OJ 19 e o 0 0 0 0 0 o •a o o e 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x5= 3x6 FP=3x5 = 3x5= 3x5 = 3x5= 4x5 = 3x5= 4x5= 4x5 = 3x4= 1.5x3 SP= 3x6= 14-7-12 I 13-5-12 114-0-9 I 20-4-13 13-5-12 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- (17:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d . PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 ' Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=3371/0, 8-9=3953/0,9-10=3953/0,10-11=4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=4116/0,15-16=4116/0,16-17=-4116/0,17-18=3686/0, 18-19=3121/0,19-20=3121/0,20-21=2331/0,21-22=-2331/0,22-23=1277/0, 23-24=1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=355/0,18-30=0/383,2-40=1126/0,2-39=0/1017,4-39=910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=496/0,8-35=0/396,10-35=291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=904/0,22-28=0/812,20-28=713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �� d PR QF�s 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '` cr be attached to walls at their outer ends or restrained by other means. �� ' ,co EF,g /O2 CC 870, 2PE .v~" >/. N 7 Aj, OREGON (-P 4U ,AOn��8ER 1,� Q'�Q Sk NERC EXPIRES:06/30/2017 November 30,2015 8 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1TA,E- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a ^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall.. •- building design. Bracing indicated is to prevent buckling of individual truss-.web-and/or chord:members only.Additional temporary and permanent bracing MiTek. _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,-2l8 N.Lee Street,Suite 312•Alexandria,VA 22314. Suite 109 _ Citrus Heights,CA 95610 SymboDs Numbering Systemr s PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury 1.1_ Dimensions are in ft-in-sixteenths. App y plates to both sides of truss123 1. Additional stability bracing for truss system,e.g. IT:4k 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" 4 wide truss spacing,individual lateral braces themselves y 0 WEBS may require bracing,or .alternative Tor I O bil p bracing should be considered. = O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building -4 U = For 4 x 2 orientation,locate 07-8 ce-� cs-6 designer,erection supervisor,property owner and plates 0-'��6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from • CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ��i Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. �� truss unless otherwise shown. by text in the bracing section of the 13.Top chordsmustbe sheathed or purlins provided at output. Use T ort bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior f (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. 011111.0 reaction section indicates joint Will IIII 1111 11 number where bearings occur. 17.Install and load vertically unless indicated otherwise. • Min size shown is for crushing only. L. �� 18.Use of green or treated lumber may pose unacceptable ;_ U-Il , environmental,health or performance risks.Consult with • project engineer before use. Industry Standards: NM 19.Review all portions of this design(front,back,words ANSI/TPII: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. M eITe , 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. 10/03/2015