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Plans (79) w\. -1AckS- GIN)°, st . MR 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. `-\*CoAG g `s/U ct' 89782PE Y OREGON 04 ARY 1 P PAUL �J XIVa1/201 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 ANSUTPI 1. I' 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. TC: 2x9 KDDF #1&BTR 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"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.7ft, 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 POE load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. 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 T 12 I IM-4x4 12 10.90 7 3 N 10.90 AU 2 rn ,n o ////////////// ////////////////////////////////////// I O M-3x4 M-3x4 * y y y C:SC E Esse 1-00 15-02 1-00 ` �2 '� 89782PE syr, JOB NAME : 3413-A REV. POLYGeN NW - Al .__.�''�: -•00- . • Scale: 0.3404 fall WARNINGS: GENERAL NOTES, unless otherwise noted' Cm. ..�y j'� /'x/'�y�' 1.Builder erection connector should be-dvlsed of an General Notes 1.This designs based only upon the parameters shown ands for an individual $ t.,,IR Elr Vi4 ash's Truss: Al and Warnings before construction comm-cea building component.Applicability of design parameters and proper 2 (, q 2.2x4 compression web bracing must be Ip ailed where shown+, Incorporation of component is the responsibility of the building designer. '51,9) xrl� ��.1 s,� G^V � 3.Additional temporary bracing to Insure ti •illty during construction 2.Design and at II Me top and bottom unlesschobraced to be laleralty braced al 7 '-7/^� J Is the responsibility of the erector.Adtld10 al permanent bracing of 2'o.c. at 70'o .respectively throughout their length by (h+ { mel VNI DATE: 11/30/2015 the overall structure is the res onsibin o the building deal tier. continuous sheathing or such l b acinpRwg red sir et where shown drywall(BC). A U s.. P N' g g 3.2x Impact bridging or laterel bracing requires where shown.. SEQ.:: 1<1560775 4.No bad should be applied to any corn• tit until after a8 bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time s. k1 any roads greater man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK demon bade be applied toany comports arta are ror^dry condition"of use. 5.CompuTrus has no control over and sass es no responsibility for the 8.Daecn9naasumesSillbearingatci�upportashown.ShimorwedgeIf EXPIRES: 12/31/2016 Iabrballon,handling, mry. isedlpmeotto tee lie ationsett forthy 7.Designassumesbee boded on bothlfcelopress,a November 30,2015 8.This design Is furnished subJect to the Ilm albre set by S.Plates shell be located on both feces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will• furnished upon request. lines coincide wdh joint centerlines. 9.Digds indicate size of plate In inches. MiTek USA,Inc./CompuTrus Softwehe 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1908(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: 209 KDDF #l&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-912) 923 2x6 KDDF #1&RTR T1 SPACED 29.0" S.C. 2- 9=( 0) 0 8- 9=(-387) 534 4- 9=(-289) 990 BC: 2x9 KDDF #16BTR 3- 4=(-545) 308 9- 6=(-185) 998 9- 5=(-169) 138 WEBS: 209 KDDF STAND LOADING 9- 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 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ 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-1.5x4 or equal at non-structural vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed = 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX 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 f f f MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" T T T 1' T T 12 -M-4x4+ 2 12 Design conforms to mainwi ndforce-resisting 10.90 7 10///1111\1\ N 10.90 system and componentsandcladding criteria. AiiiiiiiiiiiiiiiIiiiiiiiiiiiiiiith, Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 I,o� M-1.5x3 o 11-3x4+AM-3x� M-Sxx1120(S)Sn M-3x9 "V ���f,�`p PROF, S�' J, 19-11 y 7-07 y �` �roj� G'T.V ��',i'� i-00 27-06 1-00 C 89782PE `� • JOB NAME : 3413-A REV. POLYGON NW - B1 M Scale: 0.1890 a� OR N WARNINGS: GENERAL NOTES, unless otherwise noted: eaj..e`- � (y.) �"' 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 .Til„ �/� V� V Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper T 2.2x4 compression web bracing must be Installed where shown e. incorporation of component is the responsibility of the building designer. `� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and boom chords to be laterally braced at ftiA U L t'1. lathe responsibility errhe erector.Additional permanent bracing et 3n o.c.and at IS o.c.respectively unless braced throughout their length by !"' DATE: 11/30/2015 the overall structure la the responsibility of building designer. continuous4Impshgingi org suchrlbas acng re vire thane showand/orn drywall(BC). ponsi ly e g 3.2x Impact bridging or lateral bracing required where shown�• SEQ.: K 15 6 0 7 7 6 4.No load should be applied to any component until alter eN bracing and 4.Installation of truss is the reaponslblNty of the respective contractor. fasteners are complete and at no Iime should any loads greater than 5.Design assumes trusses ere to be used In a homcormalve environment, P�R ES: 12/31/2016 TRANS I D' LINK design loads be applied m any component. and are for-dry condition-of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes mil bearing at all auppodsshown.Shim orwedge if EXNovember 30,2015 ry fabrication,handling,shipment and Installation of components. 7.Peter assumes ladequate ••Is/aces of aura,end placed so their center TPPWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate slze of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-7317,ESR-1988(MiTek) 11 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x6 KDDF #16BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 208 KDDF #16BTR 2- 3=( -9054) 2199 6- 7=(-2136) 9795 2- 7=(-4539) 1203 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -9054) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 206 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 6- 5=(-2136) 9789 7- 4=(-4539) 1203 TC UNIF LL( 1 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC ONIF LL( 477.1)+DL( 344.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 314H 5.50" 19.48 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) 11-111- ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 2 row(s) throughout 2x6 top chords,MK 4" oc in 2 row(s) throughout 2x8 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 c spacing. 9" oc in 1 row(s) throughout 2x9 webs, o 9" oc in 2 row(s) throughout 206 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.091" @ 20'- 2.0" Allowed - 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" T f f MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-04 6-03-04 7-05-12 T 1' T T T 12 12 Design conforms to main windforce-resisting 10.90 M-4x10 10.90 system and components and cladding criteria. N 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,';."( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. I 4.• • M-3x8 M-3x8 .+ +. • M-5x16 M-5x16 0 O 17 6 M-4x10 flid-10x108 M-4x10 6 M-7x8(5) t��y y 7-04 y 6-05 I, y 6-05 y 7-04 y 9,0) PRQce• t y 15-06 y 12-00 Ci.���" GIN -� s/� 'LSA 27-06 '.ti :9782PE ('" JOB NAME : 3413-A REV. POLYG N NW - B2 , ,,r ...o Scale: 0.1866 -/.. 1 ISM WARNINGS: GENERAL NOTES, unless otherwise noted: (/ /''�p� /'� 40 Truss B2 1.Builder and erection contractor should dvlsed of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �j4. OREGON El7ON (Z) and Warnings before construction coin hoes. balding component.Applicability of design parameters and proper -/'�,�f ter/ Q(Z) 2.2x4 compression web bracing must be I a ailed where shown+, incorporation of component Is the responsibility of the building designer. T� 4Ry 5'V � 3.Additional temporary bracing to Insure a tiltiy during construction 2.Design assumes the lop end bottom chords to be lalerolly braced at 7 la the responsibility of the erector.Add r I permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (�s (• \ DATE: 11/30/2015 theovarellstructureIstheresponsibility sl edesigner. continuousxImridgingoretches lbacwgreuirewheresawlor•tlrywall(BC). PA UL building g 3.2x Impact bridging or lateral bracing required where shown.. SEQ.: K1560777 4.No bad should be applied to any compo ntuntil after ell bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time s Id any bads greater man 8.oeslgn assumes irusxs ere to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to anycamponen and arebrdry9onainon or tae. 8.CompuTrus hes no control over and acsgipes no responsibility for the 8.Deulg assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and InstatiMlon of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design is furnished subject to the llmiletlons set forth by 5.Plates shell be located on both faces of truss,and placed so their center TPIAMCA 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./CompaTms Sawn*7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TO: 2x4 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&STR 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"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 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. 8-00 8-00 1' T T 12 IIM-4x9 12 10.90 7 2MN 10.90 La Allil1hh o o -M-4x4 -M-4x4 ,¢tip P R OFF S J, 16-00 ,1' .1'yGINE gyp ' • 89782PE c' JOB NAME : 3413—A REV. POLYGON NW — GGE . • Scale: 0.3299 WARNINGS: GENERAL NOTES, unless otherwise noted: �' p /`w�^'� h4) I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual $?A-OREGON V N a1, a.�. Truss: GGE and Warnings before construction commences. building component.Applicability of design parameters and proper U f iV �( 2.2s4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. .� l[?.s. 4 G V�e< 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally bated al f'F,+ 1 J is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.reepeGNety unless braced Throughout their length by continuous sheathing such es plywood sheathing(TC)ane/or drywall(BC). PA 1 11 ;` DATE: 11/30/2015 the overall structure Is the responaibiby of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. ^1✓4 SEQ.: Ki5 60 7 7 8 4.No load should be applied to any component until ager all bracing and Installation of oft truss Is the arespo sibilllitytl ty f the nonco oelve environment,fasteners are complete and al no time should any mm5. ads greater anDesign design loads be applied to any component. and Cr,for"dry condition"of use. TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.DeeUlg assumes full be.Nngelaxsupports shown.sneorwedge If EXPIRES: 12/3112016 , fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.Thissdesign is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPINKCA in 13C51,copies of which will be furnished upon request. Ones coincide with joint center Ones. S.Digits Indicate size of plate In Inches. MiTek USA,Ino./ColnpuTrss Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) f This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 0.5" 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 #1&BTR SPACED 24.0" O,C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 1' 1' '1 13-03-01 6-08-07 6-08-07 13-04-09 T 1' T 1' T 12 IIM-4x4 12 7.50 Q 7.50 M-3x5,.5) M-3x5(5) 000 y4 o ,ro o © L] 1 0 o M-3x5(S) M-3x5(5) o M-3x4 '' M-3x4 y 15-09-08 y 8-04 y 15-11 ',`y.,. PRQ,�-.S(. y Hca �G1Ne � i� 40-00-08 1-0 - �T' JOB NAME : 3413—A REV. POLYGON NW — Cl �- -.r► - • Scale: 0.2000 MIWA 1.Builder GENERAL, NOTES, unless on the ise parameters OREGON Truss Cl Builder end erosion contractor should bq Wised of all General Notes This design is based ony upon the pesign parameters shown and is bran Individual ti� and WarNga bemre consiruGon womb s building component.Appllub10y of design parameters and proper CP 2.2e4 compression web bracing must be I51 d where shown+ incorporation of component Is the responsibility of the bu Itling designer. ,,.,y 4/�pi Y 1 (! OPIr 3.Additional temporary bracing to Insure etl IIBy during construction Z Design assumes the top and bottom chortle to be laterally braced at 7 �/..1) �t'�. Is the responsibility of the erector.Addltk nal permanent bracing of P o c and at 10 o.c,respectively unless braced throughout their length by `(/ DATE: 11/30/2015 the overall structure lathe ns Dueling r he buildingdesigner. 20continuousImpactsheathing such as plywood requsheaired g(Tc)and/or drywan(Bc). AA U L. P h 4 3.In bridging or lateral bracing required where shown++ SEQ.: K 15 6 0 7 7 9 4.No load should be applied to any see st old until after NI bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time she any loads greater than 5.Design assumes trusses are to be used In a non-corroNve environment, TRANS ID: LINK design loadsWappliedtoanycompone¢1 and ars or�aywneinon^oruee. 5.CompuTrus has no control over and aserjee no responsibilityfor the 8.Design assumes NII bearing at all supports shown.Shim or wedge If wssary. EXPIRES: 12/31/2016. fabrication,handling,shipment end InstaIon of components. 7.Design assumes edeodrainage M provided. November 30,2015 8.This design is famished subject to the Iirdl♦tions set forth by 8,Plates shall be locateddonn both faces of truss,and played so their center TPVN?CA in SCSI,copies o/which will be furnished upon request. lines coincide with joint center Tines. 9.Digits indicate site of plele in inches. MiTek USA,Ino./CompuTrus Sof adrk 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=7-309) 550 WEBS: 2x9 KDDF STAND 3- 4=(-2032) 1105 10-11=(-195) 1440 3-10=(-679) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 9-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I ILII VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" • MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 '( ,( ,' Design conforms to main indforce-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. fi Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x6 "Z 7.50 load duration factor=l.6, 4.0" End verticals) are exposed to wind, 4 -f' Truss designed forwind loads ���\ in the plane of the truss only. M-5x6(S) M-5x6(S) 0.25" 0.25" ,-, \ . ., / N r' >15X3g5X3 • lailliiiikka. 0 o 1"" 9 0 �� 12 5��" .p PROFFss 1 -3x6 M-3x4 0.25" 0.25" - o M-3x9 -6 I CC- M-5x6(S) M-5x6(S) ��G1/\I �-ly <j's y 8-02 y 7-07-08 y 8-04 y 7-07-08 y 8-03-08 y y : 78 �T7 V�"Y` 40-00-08 1-04-08 • JOB NAME : 3413-A REV. POLYGON NW - C2 'vr' Ali Scale: 0.1555 tI WARNINGS: GENERAL NOTES, unless otherwisenoted: =s ,,/��•rEGON (�^ ". 1.Builder and erection contractor should be advised Mall Generel Notes 1.This design is based only upon the parameters shown and is for an Individual � ! llA� �r ZQ`. Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters end proper 7 ''7 ') 'a 2.2a4 compression web bracing must be Installed where shown a. incorporation of component is the responsiblltty of the building designer. ,.lis--- J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally bread at "1 11 A UL N` Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'on.respectively unless braced throughout their length by !"f� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 6 0 7 8 0 4.No bed should be applied to any component until after all bracing end 4.Installation of trues Is the responslblkly of the respectNe contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a nonoorresive environment, and are for"dry condition.'of use. EXPIRES: 12/31/2016 TRANS I D• LINK design loads be applied to any component. " esign 5.CompuTrua hes no control over and assumes no responsibility for the 8 nDacease asumea NII bearing at ell cuppons shown.Shim or wetlge If November 30,2015 fabrication,handling,shipment end installation at components. ry. 7.Plates tell belocaed oneothi face is provided. 6.This design is furnished subject to the limitations set forth by 8,Plates shell be located on both feces of truss,end placed so their center TPINJTCA In BCSI,poples or which wit be furnished upon request. lines coincide wtth Joint center lines. 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-1988(MiTek) 1 • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=(-1458) 3621 11- 2=( -405) 1158 6-16=(-473) 1050 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=( -791) 555 16- 7=(-686) 568 WEBS: 2x4 KDDF STAND 3- 4=(-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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1166 15-16=( -196) 1380 13-14=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1969) 1088 16-17=( -504) 1759 14- 4=( -197) 180 TOTAL LOAD = 42.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 14- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=( -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=( O) 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 HORN BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 303H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" 1. MAX TL CREEP DEFL = -0.344" @ 13'- 4.0" Allowed = 2.608" MAX LL DEFL = -0.008" @ 41'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" 19-11-08 20-01 '1' f f MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 1-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" T T T T T T 1' T T 12 12 Design conforms to main windforce-resisting 7.50 M-4x6 '17.50 system and componentsand cladding criteria. 4,0" 6 ,f,/ Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 ;\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(5) M-5x6(5) End verticala s) a exposed to wind, Truss designed forwind loads 0.25" 5 0,25" in the plane of the truss only. , 1 M-3x4 N' 3 + +I '- M-3x5 2 M-3x8Ni... vs, �, N M-5x6 12 r 14! - ;; _/\84,, ,,.....M-1.5X3 4l 0 M .5x0.25" M-3x4 M- x6 1 M-3x4+ M-3x4 0 13 15 16 17 \0 0 -13 1 o M-3x4+ 0 0 M-5x8 a 3.75 M-4x30 M-5x6(S) 12 ` F Fa PR optO X X ) b l X X X c ' Gr INE 2-05-12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08e'Q �� b l ,11, C - 12-04 10-10 26-10-08 1-104-08 ' :9702PE x • 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C3 an Scale: 0.1297 y r�y WARNINGS: GENERAL NOTES, unless otherwise noted' 40 -14/OREGON,• V� I.Builder and erection contractor sh 414 beadvised of all General Notes 1.This design Is based only upon the parameters shown and le for an Individual v �. Truss: C3 and Warnings before constructionc4ikmences. busing component.Applicability ofdesign parameters and proper 'S7 4 p Ab,2 1.204 comproubn web Dredng must Installed where shown+. incorporation of component Is the responsiblmy of the building designer. 'r at 3.Additional temporary bracing to instal stability during construction 2.Design el iassumes the lop end bosom chorda to be throughaterallyout bracoden /ti a�L 4A\ v • is the responsibility of the erector.Ad itional permanent bracing of 2'op.and el 1 a o.c.respect,ely unless braced throughout their length by !"'R(,� i s DATE: 11/30/2015 the overall structure Is the responsibility f the building designer. continents sheathing later lplywood required here s and/ortlrywell(BC). P ivy o g line 3.2e Impact bridging or lateral bracing where shown•• SEQ.: K 15 6 0 7 81 4.No bad should be applied to any conest until eller ell bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete end at no tin: should any loads greater than 8.Design assumes trusses are to be used In noncorrosive environment, TRANS ID: LINK design loads beepplledteenyeompAnent and are or"dry condition'of use. EXPIRES: 12/31/ 016 5.CompuTrua has no control over entl';eeeumea no responsibility for the 8.neccessa ssumes full bearing et all supports shown.Shim or vredge If fabrication,handling,shipment and lhstallation of components. ry November 30,2015 7.Designlaesassumes adequate to oth nageface is ptruss, d.e s.This design re remises subject to the gmnetwna set forth by B.Plates shell be located on born faces of trues,ane placed so their center TPIANICA 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,Ina./CompuTrus S4*were+7.6.6-SP2(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-798"(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=(-1458) 3603 10- 2=( -905) 1153 19- 6=(-586) 996 BC: 2x9 KDDF #10BTR SPACED 29.0" O.C. 2- 3=(-2778) 1172 10-11=(-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 2x9 KDDF STAND 3- 4=(-2252) 1066 11-13=( -766) 2927 11- 3=( -28) 399 15- 7=(-688) 568 LOADING 4- 5=(-2169) 1170 12-14=( -26) 63 3-13=( -617) 363 7-16=(-322) 583 TC LATERAL SUPPORT <= 12"0C. SON. 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"0C. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1972) 1106 15-16=( -503) 1798 13- 9=( -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 BRG REQUIRED BOG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 1682V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.393" @ 13'- 9.0" 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 1 T 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 T 1' ' 1' f T T T T Design conforms to main indforce-resisting 12 12 system and componentsand cladding criteria. 7.50 M-4x6 Q 7.50 Wind: 190 mph, h=25.5ft, TCDL=9.2,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-Sx6(S)M-3x5 %` M-5x6(5) Truss designed for wind loads .in the plane of the truss only. .25" 0. 5" 1:? Ce M-3x9 M-3x5 •2 do M-3x8 -4101111111111111111116k. 411111kh ko o e M-5x6 11 r 13':'�`r ..hirM-1.5x3 _ o 0 1 M-3x4+ M-3x4 0 12 14 15 16 ".g o 1M-3x4+ o M- 1.5x3 0.25" M-3x4 M-3x6 1 0 M-5x8 0 a 3.75 M-4x10 M-5x6(5) 4T`.0 f J/ Es J12 y y k y ), y y e3 I N [Ti0 y2-04y 5-05 5-06-12 y2-04 8-05-12 7-07-08 8-03-08 l N y2-04 10-10 26-10-08 , :9782P E "'fir,,, 40-00-08 400, ./ JOB NAME : 3413-A REV. POLYGON NW - C4 40} Scale: 0.1347 ..� / WARNINGS: GENERAL NOTES, unless otherwise noted: , �T.A- OREGON (+z. te Truss: C9 1.Builder and eredloncontractor should beadvised ofell General Notes 1.This design Is based only upon the parameters shown and is kr an individual q (.'CRY 1�'�, tGQ` and Warnings before construction commences. building component.Applicability or design parameters and proper I fir.- 2.204 compression web bracing must be Installed where shown+. Incorporation of component is c the responsibility of the building designer. (-. 3.Additbnal,emporery bracing to insure stability during construction 2.Deleg assumes the top and bottom chortle to be laterally braced al '` PA U LC'1/4\ b the responelbBly of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c.respectively anises braced throughout their length by • DATE: 11/30/2015 the overall structure is the responslblli f the building continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h° des/oars g 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 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 centred°, fasteners are complete and at no time should any loads greater than 6.Design assumes tresses are to be used In a non-°orroewe environment, EXPIRES: 1 /31 201 TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Compal,us has no control over end assumes no reeponslbllity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6 nca,l°n,handling, ne r.bDesignes November 30,2015 g,shipment and Installation of components. 7.Deseign assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shell be leveled on both faces of truss,and placed so their center TPIANICA In ANSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Sigh 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-1980(MITek) I. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 1- B=(-750) 2311 2- 8=(-277) 3B7 11- 6=(-304) 399 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1991 8- 3=(-309) 550 WEBS: 2x9 KDDF STAND 3- 9=1-2033) 1105 9-10=(-202) 1429 3- 9=1-679) 563 LOADING 4- 5=1-2038) 1107 10-11=(-503) 1805 9- 4=(-971) 1029 TO LATERAL SUPPORT 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2552) 1223 11- 7=(-769) 2122 4-10=(-976) 1093 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2659) 1087 10- 5=1-688) 567 TOTAL LOAD = 42.0 PSF 5-11=1-321) 583 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 ['EFL = 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. f f f Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 'r 1' f '1' 1' f '1' (All Heights),load duration factoosed,, Cat.2, Exp.B, MWFRS(Dir), .6, 12 12 End vertical(s) are exposed to wind, 7 50 M-4x6 Truss designed for wind loads .50 III 4.0" in the plane of the truss only. 4 ,(a( „\ M-5x6(5) M-Sx6(S) 0.25" 00,07 ' 0.25" 7?, •oC M-1.5x3 le1/1\ M-1.5x3 z \ . ' • i ,s> O 0 LinEr PROfi 0 17M-3x6 M-3x9 $•25'' lo 't u.25° M-3x9 *M-3x6 0 �• o M-5x6(S)I. M-5x6(5) <C Cs$ y )' ), y i' ,cso - /Q 8-02 7-07-06 • 6-04 7-07-08 8-03-08 /�. y 40-00-06 b :9782PE c-- JOB NAME : 3 413-A REV. POLYG N NW - C5 Scale: 0.1533 ..,--i'___.,.„(F 4• WARNINGS: GENERAL NOTES, unless otherwise noted'. lir I/' h-.,J 1.Bulkier and erection contractor should advised of all General Notes 1.This design Is based only upon the parameters shown and la for en individual 9/�(A� OREGON Truss: C5 and Weminge before construction com none. building component.Applicability of design parameters and proper ,/� 'y .... �� 2.204 compression web bracing must be ll ailed where shown*. incorporation of component k the reeponetbllity of Me building designer. ",e9 �A R y A5 V.Z at 3.Additional temporary bracing to insure}} bllity during construction 2.Design assumes the top and bottom chortle to be laterally braced length l `l J Is the responstblRty of the erector.Atltlill nal permanent bracing of 2'on.and at 10'o.c.respectivety unless braced throughout their by DATE: 11/30/2015 the overall structure is the responsibility Ithe building dee continuous sheathing or such Ibacing ras e ret where wnordrywell(BC). dt nw JA UL ` puna ty g Igner. 3.2x Impact bridging or lateral bracing required where shown+* r'S l.. SEQ.: K1560783 4.No bad should be applied to any compo eMuntilaReraAbracingand S. ellationoftru sisthheresto sibilllty of itydInthe hnrespective e p ctiiec nnred°,ant, fasteners are complete and at no time}'ub am loads greater man Design assumes Basi bads baa lied to an t. and are for"dry condition"of use. TRANS I D: LINK S.CapuTme has no control overran a. o responsibility for the 6.Design assumes full bearing et al supports chess.Shim or wedge if EXPIRES: 12/31/2016 ssaryum fabrication,handling,shipment and Ind etbo of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the A Ration eel brih by 8.Plates shall be located on both laces of truss,and placed so their center TPWWCA In SCSI,copies of which wdS furnished upon request. fins coincide wtih Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus So re 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1371,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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 WEBS: 2x9 KDDF STAND 3- 4=(-2097) 1110 10-11=(-198) 1499 3-10=(-688) 568 LOADING 9- 5=(-2045) 1092 11-12=(-507) 1824 10- 9=(-476) 1093 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-2599) 1160 12- 7=(-730) 2114 4-11=(-476) 1090 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD = 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 HOBO BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -269/ 1711V -313/ 309H 5.50" 2.79 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 90'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 T T T 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting T f 1' ' 1' ' ,r system and components and cladding criteria. 12 12 Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 ' 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 4 End vertical(s) are exposed to wind, N% Truss designed for wind loads in the plane of the truss only. M-5x6(S)3M-5x6(S) .25"071 • 0.25" >5x3jAYAYk1x3 o 0 o 1* 9 0 1 12 �.I` � � �� � � .. I M-3x6 M-3x9 b.25" 1.25" M-3x9 /M�6 I M-5x6(S) M-5x6(S) Ct )' y k i y )• `co NGfN 'e:41.,, !o y 6-03-08 7-07-08 8-04 7-07-08 8-03-08 y y �Ct� V -r .,. 40-02 1-04-08 ' 89782PE % JOB NAME : 3413-A REV. POLYGON NW - C6 • • Scale: 0.1516 .:. /'. •• � ........... WARNINGS: GENERAL NOTES, unless otherwise noted: (.I.} X Truss: C6 '4° 14Z/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 bddldual r OREGON /1 end Warnings before construction commences. building component.Applicability of design parameters and proper a,• �4 �' 2.2x4 compression web bracing must be Installed where shown*. incorporation of component k the rasponsibillty of the building designer. V..��11 3.Additional temporary bracing to Insure stability during construdbn 2.Design assumes the top and bottom chorda to be laterally braced at `T R Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rcraedNety unlet braced throughout melt length by "fr- DATE: 11/30/2015 the overall structure is the responsibility f the building designer. 2x Imps lie sheathing or etch ee plywood�heet Where ownand/•tlrywall(BC). ` n/1 ( • � P N o g goer. 3.2x Impact bridging or lateral bracing required where shown*• (.. SEQ.: Ki5 6 0 7 8 4 4.No bad should be applied to any component until after aft braang and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID• LINK design bads be applied to any component. end are for'dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the B.Dnecessary. �ps�asumes foil bearing et all supports those.Shim or wedge It EXPIRES. 12/31/2016 fabrication.handling,shipment and installation of comesignponents. ryEXPIRES: e p prh by 7.Platessassumes Boadequate othl faces isprovided.truss, November 30,2015 6.This design la furnished subject to the limitations set forth by S.Plates shell be located on both taws of Iruas,end placed so their center TPIANICA In BCSI,codes of whbh 081 be furnished upon request. lines coincide with joint center lines. 9.Digits Indbete so.of plate in inches. MiTek USA,Int./CofnpuTras Software 7.6.7(1 L)-E 10.For beak connector plate design values see ESR-7311,ESR-1988(Weft) r This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS I TRUSS SPAN 40'— 2.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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 PSF load duration factor=l-6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 ox 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 T T T 13-09-09 6-08-07 6-08-07 13-09-09 T 1' T T T 12 I IM-4x9 12 7.50 V 2 Q 7.50 M-3x5 0) M-3x5(5) 47111111111141114 d,CD ' FF MI `.r o 4 0 I M-3x5(S) M-3x5(S) o 14-3x9 M-3x9 , I7 h y 15-11 y 8-09 y 15-11 ` ' cit - Vs/p l 90-02 ' ' 1-0,.-318._ 82 P E ��r'' I JOB NAME : 3413—A REV. POLYGON NW — C7 /-4-- ��9 Scale: 0.1993 _ Ilr WARNINGS: I GENERAL NOTES, unless otherwise noted: t. OREGON YJ. 1.Builder and erection contractor should byAdvisedofall General Notes 1.The design is based only upon the parameters shown and Is for an individual OREGON " Truss: C7 and Warnings before construction comn)lrces. building component.Applicability of design parameters and proper (ryQ I 2 2s4 compression web bracing must be I'Taped where shown.. Incorporation of component Is the responsibility of the building designer. ,T 4 i1 i y C. \V 3.Additional temporary bracing to insure sr�QIINy tluHng conslruGbn 2.Design sesames the lop and bottom chords to be laterally braced at T `i --7 J+r :.1 .4(<, is the responsibility of the erector.Add al permanent bracing of r o.c.and at to•o.c.reapeGlveN unless braced throughout their length by DATE: 11/30/2015 the overall structure is the res onsibiN b the building designer. continuous sheathing such as plywood aheathing(TC)and/or drywall(SC). P.A U P ty g 9 3.24 Impact bridging or lateral bracing required where shown.. 6+ SEQ.: Ki 5 6 0 7 8 5 a.No mad should be applied to any comper+m until aper aN bracing and 5.Installation allation of truss Is the responsibility if hen`espective contractor.nant, fastener.are complete and at no time anguli any mads greater than Design assumes trusses to be TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and as*,enes no responsibility for the 6.De sign assumes mil bearing et all supports shown.Shim or wedge 11 EXPIRES: 12/31/2016 fabrication,handling, nary edism(ooto thelim eosf et rth by 7.Design shalumecaded on both Is tuss,a November 30,2015 6.This design Is furnished subject to Ilk eons set forth by 6.Plates shell be located on both Pocea of truss,and placed so their center TPINJTCA In SCSI,copies of which wt11be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CofnpuTrus Software 7.6.7(1 L)-E 10.For bask 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 12'— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF 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 PSF Ground Snow (Pg) Truss designed forwind 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 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-06-08 1' 1' 12 9.00 2 —, 0 0 Lo f 1 ''I I 0 0 3 9 M-3x4 1-00 11-06-08 y y 12-06-08 fEO P Rpee, ��S' ` GiVE� / wc`� A? G 89782PE r" JOB NAME : 3413-A REV. POLYGON NW - D1 • ` Scale: 0.4806 "-`+� /' »'' .�,� WARNINGS: GENERAL NOTES, unless otherwise noted: / Ku" 40 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an inawmual "j+' OREGON (�� Truss: D1 and Warnings before construction commences. building component.Applkebillty of design parameters and proper /� ()v �'' 2.2s4 compression web bracing must be installed where shown.. Incorporallon of component la the responsibility of Me bulking designer. .,[g!� V.A y J t— V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 77 F''77 \:J 2'o.c.and at 70'o.c.respectively unless braced Throughout their length bydir Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheelhing(TC)and/or dryvrall(BC). nJfU L V DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2v Impact bridging or lateral bracing required where shown.. SEQ.: Ki5 60 7 8 6 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 at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design bads be applied sane coeponent cr4,,,for dry nondition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 necessary. esign assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrl.tlon,handling, ry edismeoteo the Installation of components.yts. 8.Design beboaeduoteoth drainage is trusseNovember 30,2015 8.This design Is furnished subject to the limitations set forth by B.Plates shag be located on both feces of huge,and placed so their center TPIAVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTTus 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 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x9 KDDF STAND; 3-9=( -7) 3 6-3=(-165) 128 2x9 DF STAND A LOADING LL25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA� BC LATERAL SUPPORT G= 12"01. 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. LI*ITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL RE UIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CT 1: Heel to plate corner = 5.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ++ For hanger specs. - See approved plans ANBOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.D" 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 = -0.092" @ 6'- 8.1" Allowed = 0.708" 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" ,r ,/ f f MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 4.00 G,- M-1.5x3 4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. T 100111111111111 Wind: 140 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-3X4 in the plane of the truss only. 2 N i O u 1 00COO Lo M ?S 5 6 � O M-3x8 M-1.5x3 M-3x4 y ), l 6-08-02 5-10-06 y )- y 1-00 11-06-08 b I 12-06-08 -� ,: �'NGIP E-:ss% 77 89782PE r JOB NAME : 3413-A REV. POLYG N NW - D2 Scale: 0.4181 `=J WARNINGS: GENERAL NOTES, unless otherwise noted: v..s-J 44) 1. 1.Builder and erection contractor should dvised of all General Notes I.This design is based only upon the parameters shown and le er an Individual J OREGON (�. Truss: D2 and Wamings before construction come cea building component.Applicability of design parameters and proper %t (}V �` 2.2x4 ompreaabn web bracing must be I Iled where shown e. incorporation of component Is the responsibility of the building dealgner. 17/91 (f.,.TRY Ab V 4 3.Additional temporary bracing to Insure at City during construction 2.Design assumes the top end bottom chorda to be laterally braced at `l l Is the raspon• 119 of the erector.Addl I permanent bracing of 2•o.c.and a1 10'e.c.reach as ply unless braced throughout their length by DATE: 11/30/2015 Be overall structure Is the ren onNblN he buildingdes continuousxImp sheathinginor such l bracing plywood required s ownand/4r tlrywelkSC). P. p ty acing 3.2a Impact bridging or lateral d she tl where shown+* SEQ.: K1560787 4.Ne load should be epplied to any coeps tuntil after all bracing and 4.Installation oftruss Isthe responsibilityofthe respective contractor. _-,,,,_ fasteners are complete and at no time Id any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID• LINK design loads be applied to any compone and are rosary condition"of use. 5.CompuTma has no control over andasabrses no responsibility for the 8.Design aawmesfull bearing al ell supports shown.Shim or wedge 11 EXPIRES: 12/31/20 6 fabrication,handling,shipment and Instalalon of com ts, assumesEXPIRES:�-(C,^.v,rt (� pthby 8.Designadednbethl"age"prussed. November 30,2015 6.This design Is furnished subject to the Ilmllrtlom eel forth by S.Platen shall be busted on both faces of truss,and placed w their center TPVWICA In SCSI.copies of which will be furnished upon request. lines celnode with Joint center Ines. 9.Digits indicate size of plate In Inches. Muck USA,Inc./CotnpuTrus Softwerie 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1958(MRek) 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=(-432) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x4 EDDY STAND; 3-4=( 0) 0 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -43/ 114H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JO 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 = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-12 MAX MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 4.00 I ". M-1.5x3 Design conforms to main windforce-resisting 3 4 -/ system and components and cladding criteria. X Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ln 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 1 -nal-A111111111.111111111111111111111111111111111.11F313610MY, 1111:5 N N 1 000...111111111111 ft. D 0 I M-3x8 M-3x9 1' S b 9-03 0-05-08 1' )' y 1-00 8-08-08 l i, R h 9-08-08 ��RGV PROke mac, C4yGI N E.4-4,V3 ,0 c :9782PE pr" JOB NAME : 3413-A REV. POLYGON NW - D3 40 ..o► Scale: 0.4709 ,./ WARNINGS: GENERAL NOTES, unless olherwice noted: Li, 40/ Truss D3 1.Builder end erection contractor should be advised of all General Notes I.This design k based only upon the parameters shown and is for an Individual J 1 OREGON (h� and Warnings before construction commences. building component.Applicability of design parameters and proper -¢r's IF) 2.2v4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. y �� ( �� 3.Additional temporary bracing to insure arability during construction 2.Design assumes the top end bottom chortle to be laterally braced at 7 Is the responsibility of the erector.Additional permanent bracing of continuous o.c.and at ee o.c,reuoh 55 ply unless braced ibouphout their length by • /� { DATE: 11/3 0/2 015 the overall elructure is the responsibility of the building designer. Impstrhg glor such l b plywood required a where s ownand/+r Orywall(BC). A�`1 U s.- tot` 3.20 Impact bridging or lateral bracing where shown++ SEQ.: K1560788 4.No bad should be applied to any component until alter ail bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and of no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.Com Trus has no control over and assumes no re 8.Designaasumeafullbeeringetatieupponaehown.ShimorwetlpeIf EXPIRES: 12/31/2016 pu responsibility for the com fabrication,handling,shipment and installation of components. 7.Dry, Design assumes adequate drainage is prodded. November 30,201 5 6.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 TPIIWICA In SCSI,copies of which will be lumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTNS Software 7.6.7(1 L)-E to.For bask connector plate design values see ESR-7311,ESR-1988(MiTek) r This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TO: 2x4 RODE #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #15875 SPACED 24.0" O.C. Design conforms to main windforce-resisting • system and components and cladding criteria. • TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LI') 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.8ft, 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=l.6, M-1.5x4 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 LI1MITED 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. ADD BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-08-08 T T 12 4.00 2 —/ N , 0 I m N 1 m • _ 0 3 4 M-3x9 1 b 'I 1-00 8-08-08 y y b 9-08-08 ��Iwo PR ,>:.7 i? �so �c3 NE ,9 /0�� 4,.-..- 89782PE f )iN NW — D4 . JOB NAME : 3413—A REV. POLYGi Scale: 0.5079 ✓` .Y/�L •. `^ MOW WARNINGS: GENERAL NOTES, unless otherwise noted: U h4J 1.Builder and erection contractor should' advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual //�- OR EGON ry, Truss• D4 and Warnings before construction tee II noes. building component.Applicability of design parameters and proper `V ZV • 2.244 compression web bracing must be ailed where shown*, incorporation of component Is the responsibility of Me bulking designer. 'I �r/�y y A G �'. S Additional temporary bracing to Insure blky during construction 2.Design assumes the lop and bottom chorda to be laterally braced at 7 ^!/'1 -) la the rcsponsiblliry of the erector.Adtli I,.al permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by er i continuous sheathing such as plywood sheathing(TC)and:or drywall(BC). Aq 1 1 L s • DATE: 11/30/2015 the overall structure Is the responsibili !the building designer. 3.2s Impact bridging or lateral bracing required where shown** V Ir SE K15 6 0 7 8 9 4.No load should be applletl to any comp•ant until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. 4'' fasteners are complete and at no lima A••uld any loads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, design loads be applied to any comparyet. and are for"dry condition"of use. TRANS ID: LINK s.Compurrushas nocnmrolover and a- o responsibility for the 8.DealgnasaumeamllbeanngelaNwppohshown.Shimorwedgell EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Ines etbn of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the II Rations set forth by 8.Plates shall be located an both faces of trues,end placed so their center TPIAVICA in SCSI,copies of which will -furnished upon request. Ines coincide wdh joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus So re 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 1'- D.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF til&BTR SPACED 29.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 298V 0/ 29H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -34/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 9.00 L' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM'CHORD CHECKED FOR 10251 LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL PEEL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -1 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. inooillO 1111 r-►, oiiillidc, o , ,9 -7 M-3x5 y g oo )' g oo > • � 40) PROFS (PROVIDE FULL BEARING;Jts:2,4,4 I V. 0..O0. E'�� �/'A... U 1� V"Y �c7. :9782PE '1." JOB NAME : 3413-A REV. POLYGON NW - E1 Scale: 1.1020 , WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: E 1 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for n individual �.~E N 71111w. 6, and Warnings before construction commences. building component.Applicability of design parameters and pro �" 2.21.4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of building designer. exit 3.Additional temporary bracing to Insure stability during conatructbn 2.Design assumes the top and bottom chorda to be laterally braced al 11,90A4g'.4'. �. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.rospectively unless braced throughout their length by `� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AA U L DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ SEQ.: K15 60 7 9 0 4.No bad should be applied to any component until after all bracing and 4.Inatallatlon of truss Is the responsibility of the respectNe 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, TRANS ID: LINK design bads beapplied toany component. and are for"dry condition"ofase. 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lull Waring et all eupponn shown.Shin or wedge if EXPIRES: 12/31/2016 necesfebrlcatlon,handling,shipment and installation of components. 7.Deelg assumes adequate drainage Is provided. November 30,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPI/WfCA in RCS!,copies of which will be Banished upon request. lines coincide with Joint center Knee. 9.Digits indicate eye of plate In Inches. MITek USA,Ino./CornpuTrua Software 7.6.7(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) Symbols Numbering System I General Safety Notes PLATE LOCATION AND ORIENTATION1 /q Fa lure to Follow Could Cause Property y 3 " Center plate on joint unless x,y shown xteenths p I 6-4-8 dimensions I (Drawings notint toft-in-siscale) D• a e or Personal In u offsets are indicated. � g 1 ry Er = Dimensions are in ft-in-sixteenths. 11%‘.. Apply plates to both sides of truss 1 2 3 1. dditional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS .iagonal orX-bracing,is always required. See BCSI. MIIIMIEIMEIMMIIIN 2. russ bracing must be designed by an engineer.For Q 1/1 6' 4 ide truss spacing,individual lateral braces themselves ay require bracing,or alternative Tor I _ O L..- 11111212.12 .racing should be considered. _ O 3. ever exceed the design loading shown and never O F � U = tack materials on inadequately braced trusses. Og 4. ',rovide copies of this truss design to the building For 4 x 2 orientation,locate e Cs' .esigner,erection supervisor,property owner and plates 0 'n6' from outside BOTTOM CHORDS :II other interested parties. edge of truss. 8 7 6 5 5. I ut members to bear tightly against each other. 6. 'lace plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE hint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO Ocations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. I esign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT e environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. nless otherwise noted,moisture content of lumber hall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. nless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: se with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.I amber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 esponsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 .amber for dead load deflection. the length parallel to slots. 11.'late type,size,orientation and location dimensions dicated are minimum plating requirements. LATERAL BRACING LOCATION 12. umber used shall be of the species and size,and Southern Pine lumber designations are as follows: all respects,equal to or better than that , dicatedInb symbol shown and/Or SYP represents values as published •.ecified. In y y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13. lop chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 •Ipacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at l0 ft.spacing, .r less,if no ceiling is installed,unless otherwise noted. BEARING 15. onnections not shown are the responsibility of others. R./"..' Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. Mile® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. lie 20. BCSI: Building Component Safety Information, 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, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-401_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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. s(' F� s% 87022PE 9r y II\'oj OREGON ct� wN -¢o �c1&ER � O os A ERCP ,. R . 311 I 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45496186 PL15-401_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacitic Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:48 2015 Page 1 ID:zs2ygYHMYIt1_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 I I 1-1-10 1 1 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5= 1.5x3 I I 4x8 = 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 N /'°°°- ®/ 0 • O O�O MGO� �O o. I� 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 I I 1.5x3 I I 3x6= 3x8= 3x4= 3x8 = 13-0-6 1 1-11-12 1 11-10-6 2-5-6 I 18£- 1 21+0 1 1-11-12 9-10-10 b-7-o 6-7-o 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) 1/deft Ud 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.OE(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 Uplift 15=-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. C -_- 3)Recommend 2.6 stronghackr,on edge spaced nt 10-n-n nr ar,r+fact>nar1 t earn fn ss ii i1tL3-1 1thD t'11"X Ln Ctrnnnharkc to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -(<- PRoFFss 870 2PE _, r N ,ry N 57 �Aj, OREGON ti�O<V 9c, AMBER \\ �`� A. HEC't EXPIRES:06/30/2017 November 30,2015 _ t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ABI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Kielce connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 Mire k' 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 BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 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:zs2ygYHMYItI_Z1 p9y12t1 yAg???cRODD?s_GHjgzKLsEVTTrV7 WUm60WuNFZAKPBQyEzgC 1 1-0.0 1 1 1-1-10 1 1 1-2-0 1 P-7-21I 1-2-0 1 1-2-0 11 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 • iMi ili. . 4.111,11WW.N.Z li '‘111 / W W. N 0 \Iirpowitami 14, a 41. 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 13-7-2 1 19-11-4 I 13-0-2 0-7-0 b-7-0 5-9-2 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 Incl 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 2.0E(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) 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. .(<,- P R oFFss `� 87022P, 9r / ,'.., N 7 -0?, OR GON (yam O1N O M&ER 1 �S A. HO; EXPIRES:06/30/2017 November 30,2015 i i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. Mali.. Design valid for use only with MiTekd connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milok 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/IP11 Quality Criteria,DSB-89 and SCSI 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 R45996188 PL15-401_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Nov 27 10:56:51 2015 Page 1 ID:zs2ygYHMYIt1_Z1 p9y1 2t1 yAg77-Zg8zehuEovzNDeVELwVxwwCtgas2_iHYOTpVF IyEzgA 1 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 [ 1-2-0 1 1-8-61 Scale=1:38.1 3x4 = 4x8 = 3x4 I I 4x4= 3x5= 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 e. .. o- n ./'\.,/ e o "o lj 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}5-1g 1 22r-12I 3-0-4 9-10-10 9-7-013-7-0 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/TPI2007 (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.OE(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(lb)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, 14-15=-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=0/2342,2425=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=-1070/0,433=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. 3)Refer to girder(s)for truss to truss connections. sk0") PR Qpe 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. �'<� G)NE o.ct 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 ��� �N FR �2 be attached to walls at their outer ends or restrained by other means. ,9 6)CAUTION,Do not erect truss backwards. 870 2PE g.-7N�Aj, OREGO ti Oo t 9On FABER .\ S A. HECak EXPIRES:06/30/2017 November 30,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Mil, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPl1 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 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:zs2ygYHMYIti_Z1 p9y12t1 yAg??-10hLr1 vsZC5Ego4Rve0AT813q_DJjB3hF7Y3nkyEzg9 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 1[a1 Scale=1:37.1 3x4= 1.5x3 II 4x6= 3x4 II 3x10= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6 FP= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 r 11 _40000.....0 23 22 21 20 19 18 17 16 15 4x5 = 3x8= 3x6 FP= 3x10 = 3x6= 1.5x3 II 3x4= 3x6= 3x4= 1 2-11-0 I 21-3-0 I 2-11-0 18-4-0 Plate Offsets(X,Y)— 18:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud 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 Incr 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:22-2320-22. REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=-812/Mechanical Max Uplift23=-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. �. or Co•� \G FR wo 2 �`` 870 2PE �,9r' N ,cv y �- OREGON tip /N 9O F�8ER \\ �O OSA. HO; EXPIRES:06/30/2017 November 30,2015 t H ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekd connectors.This design is based only upon parameters shown,and is for an individual building component,not �x 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 Milek` 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 BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 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 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:56:53 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg r?19 ?--VDFj2NvUKWD5SyfdTLXP?LIANOSvShcrUnlcKByEzg8 1 1-0-o 1 0141441_1,2,0_1 r- 11 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= 354= 3x4= 3x8 FP= 3x4= 3x4= 455= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 a o ='. a ®:. o o a ,ik Nuir lir/N a - Tts'f o :e o o 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4= 4x6 = 3x8=3x6 FP=3x5= 3x5= 3x5 = 3x5= 4x4= 3x5= 4x6 = 3x4= 1.5x4 SP= 15-6-14 I 14-4-14 1/-it-1 1 21-4-0 14-4-14 0-7-0 7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[27:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.09 23 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:107 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) 23=933/0-4-4,35=933/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-4554/0,14-15=-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 neer live bade have been.......; . 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 �9�D P R OFFS attached to walls at their outer ends or restrained by other means. 4.�\C3` �N,]NE�� w tw 87022PE �r / y <Aj, OREGON ri, rN PO cMBER 11 7Q EXPIRES:06/30/2017 November 30,2015 a H ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 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 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 ilok 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/T911 Quality 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 R45996191 PL15-401_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:55 2015 Page 1 ID:zs2ygYHMYlt1_Z1 p9y12t1 yAg??-RbNUT2xlr7TphFpOamZt5mNZXBDkwWw7x5njO3yEzg6 1 1-6-0 I 1-3-4 1 LI-1-10 1 1-0-0 1 1 1-2-0 1[0.^ Scale=1:38.5 3x4 = 4x8= 3x4 I I 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 a 91 i IGO O • 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 1 -5-11 I 22-7-8 1 3-0-4 9-10-10 b-7-0 6-6-10 0-7-0 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) 1/deft Ud 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=-2324/0,11-12=-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=-579/0,10-29=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. ckt,0 P R OFE 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement Co G]NF sv at the bearings.Building designer must provide for uplift reactions indicated. '- N F Q 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 �� 29 be attached to walls at their outer ends or restrained by other means. 8 I 2P Ec 6)CAUTION,Do not erect truss backwards. r N / >� IV y -0j, OREGO r 4N 9On AMBER 1\ .O �S A- HE# EXPIRES:06/30/2017 November 30,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Pall.. Design valid for use only with M7ek'O connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Bufding Component Safely 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 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:56 2015 Page 1 ID:zs2ygYHMYIti_Z1 p9y12t1 yAg??-vnxshOyNcRbgJPNC8T56d_wjMbT7f4rHAl WGwWyEzg5 I -1 11 1-2-0 1 P"7-1910-9-0 10-9-0 II 0-9-0 100-0l10'0-010'0-0 110-9-0 I 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 o e - 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 16-9-141 1 20-2-0 I 13-2-14 -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/defl 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 Incr 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 2400E 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. �d P R°FF 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. � G�NE- `s '� 6> 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 ' „. FR 0 be attached to walls at their outer ends or restrained by other means. 9 Q 87022PE r �N y �ATOREG N ti� 4N 9C, ccMBER '‘,..,\ �O OS A. Hers EXPIRES:06/30/2017 November 30,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated 6 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 properly 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 Bonding Component 7777 Greenback Lane Safely 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 Industries,Inc.Fri Nov 27 10:56:57 2015 Page 1 ID:zs2ygYHMYIti_Z1p9y12t1yAg??-N_VEuky?NIk)xZyoiBcLABSx??vyoVYQPPGgTyyEzg4 1 1-6-0 1 1-3-4 1 1 1-4-10 1 2-0-0 1 1 1-2-0 11 1-1-10 1 1 1-3-11 1 1-3-0 1 Scale=1:39.1 1.5x3 II 1.5x3 II 3x5= 3x6= 1.5x3 II 1.5x3 II 3x6 FP= 3x5= 1.5x3 II 2 3 4 5 6 7 8 9 10 11 12 13 14 15 ol z _ l'''. 41 25 44 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 II 1.5x3 II 3x6= 3x8 = 14-0-14 I 3-0-4 I 12-10-14 1f-5-1l I 19-7-0 1 22-4-11 1 3-0-49-10-10 7-0 5-6-2 2-9-11 0-7-0 Plate Offsets(X,Y)- (8:0-1-S,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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/TPI2007 (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 Stud/Std(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 Uplift16=-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(Ib)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 BOT 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. �� G ' �Q� ,sN702FERs;._ N 1`.‘.-0), OREGO qo �� -P FABER\ a0 OSA. HE ' EXPI RES:06/30/2017 November 30,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/032015 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 il. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �LA building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FYIi tT etis 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/TP11 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 R45996194 PL15-401_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Fri Nov 27 10:56:59 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-KMd?JQ_FvM_FAt6npcepFcYEQoVjsP UjsjIwXryEzg2 i0^ 10-5-4I I 1-2-0 1P7-1T 10-9-0 10-9-0110,9-0 10-9-0 110-9-010-9-0 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 � I/ \I./\I/\I I I /\I/\I,�I a\�/N e/�\ f�\a NI � I i 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 13-5-12 114-0-121 I 20-4-13 I 13-5-12 0.7-0 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) I/deft Ud 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 IBC20121TP12007 (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.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) 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. ��E� P R OFFS, 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 4. NCj]NEF s�O be attached to walls at their outer ends or restrained by other means. ,�\� e. .4 , Q 870 2PE r cP cv SAT OREGON ti� 4N qc FMBER �>, �• SSA- HES' EXPI RES:06/30/2017 November 30,2015 e MINIM ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. II Design valid for use only with MiTek®connectors.This designs based only upon parameters shown,and is for an individual building component,not I 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 M'Tek° is always required for stability and to prevent collapse with possible personal injury and properly 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 Symbols Numbering System neral Safety PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p y a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury rail! Dimensions are in ft-in-sixteenths. ok. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0_1/��„ 2. Truss bracing must be designed by an engineer,For wide truss spacing,individual lateral braces themselves mayrequire bracing,or alternative Tor I !,Cc).) iLlipiriti (:)) braing should be nsidered. 1_� 3. Neverkexceedtthe designdshown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate .7 5-6 designer,erection supervisor,property owner and plates 0 ''u' 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 ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g 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 (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ilo ® t number where bearings occur. 17.Install and load vertically unless indicated otherwise. l Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures]before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek' 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