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Plans (33) .... /4517-olCEl ��'1�T 7 G3 5h SQlo(1,- r7 MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 1 1-25-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1560775 thru K1560790 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. y, D PROF% ,• GIN .i� 89782PE `' r OREGON IN. 9.9 4R�r #S ;�Q 'AUL 0 (4(.11?1,11. November 30,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 2.0" GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting TC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x4 KDDF #1&BTR LOADING Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"O0. UON. BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 POF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 POE load duration factor=1.6, TOTAL LOAD = 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR DSPSC LIOE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-07-02 7-06-14 T T ,r 12 12 IIM-4x9 73 N 10.90 10.90, 4I1 \ M-3x4 M-3x9 *t,Q PRQ y y y > 1-00 15-02 1-00 �:GJGINE'e• 6>0 V• � ti 89782PE <— JOB NAME : 3413—A REV. POLYGON NW — Al - Scale: 0.3404 GENERAL NOTES, unless otherwise noted: „a -y pRE�pIV2�� ,,. WARNINGS: 1.This designbased only upon the parameters shown ands for an lndNidual i{f� i.Builder and s beforefor const contractor should be advisedcs. of all General Notes building component.Applicability of design parameters and proper ,(� /� ` Truss: Al and Warnings construction on commences. incorporation of component s the responsibility of the building designer. J ^l 2.2x4 compression web bracing mud be Installed where shown 5. 2 Design assumes the top and bottom chords to be laterally braced at ` 3.Additional temporary bracing to insure stability during construction Yo.c.and at 10,o.c.respectbey unless braced throughout their length by A� � +'.♦ M the responsiblfy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+o SEQ.: DATE: 11/30/2015 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E Q. KKIS 6 0 7 7 5 fasteners are complete and at no time should any mads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition'of use. E)4 P I RES: 12{31/2018 design loads be applied to any component. 6.Design assumes NII bearing at all supports shown.Shim or wedge if TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibidy for the necessary. II,� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design Is famished subject to the Ilmfatlons set forth by 8.Plates shall be e boated on Idt cn b thrlines.faces o/truss,and placed so their center VW TPTCA In BCSI,copies of which will be furnished upon request. line9.Digits indicate size of plate In inches. MiTek USA,IOC./ConnpUTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-t311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 3=(-724) 317 1- 8=(-421) 531 3- 9=(-412) 423 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 2- 4=( 0) 0 8- 9=(-387) 534 4- 9=(-284) 490 BC: 2x4 KDDF #1&BTR 3- 4=(-545) 308 9- 6=(-185) 448 9- 5=(-164) 138 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 204 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ 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. ICOND. 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 MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" f fMAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 T T T T T T 12 - 2 12 Design conforms to main windforce-resisting -M-4X4+ A 10.90 7 4. 4 M-4x6 N10..903 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1 ll . AIL 1 Alahlik. 6� O (15 o �* M-3x8 9 0.25" M-3x4 . ,� rpR pF • �r'� M-), M-Sx),(S) ), �� "�IN k,, �i� 19-11 7-07iJ / b b 89782PE C'" 1 1-00 27-06 1-00 • JOB NAME : 3413-A REV. POLYGON NW - B1 Scale: 0.1890 WARNINGS: GENERAL NOTES, unless otherwise noteOREGON d - te^ • ' 1 1.Builder and erection contractor should be advised of all General Notes 7 This design s based only upon the parameters shown and Is for an ndmdual if, ' eel , G. c'SV Truss: B 1 and Warnings before construction commences. building component Applicability of design parameters and proper 1%94.- "7 :3' 2 2z4 compression web bracing must be Installetl where shown*. incorporation of component Is the responsibility of the building designer. `� 3.Additional temporary bracing to insure staMlity during construction 2.Des tin assumes the top antl bottom chortle to be laterally Draced at • Pq U L O`.. • is the responsibility of the erector.Additional permanent bracing°/ 2'0.0.and at 10 o.c.respectsely unless braced throughout their length by continuous sheathing such as plywood sheething(TC)andfor drywall(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown•. SEQ. : K1560776 4.No load should be applied te.ny seep enert sent after all breang end 4.Installation of truss is the responsibility of the respectvecontractor. fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used in a non-corrosive environment, and are for EXPIRES: 12/31/2016 . TRANS ID• LINK design loads be applied to any component. "dry or use. • P 6.eompuTrushasnocontroleverandassumesnoresponsibilityforthe 6.ness aa°m°alu"'°°"^g°`°"auppadashown.Shim s`wedge" November 30,2015 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C4=1.00 TC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 BC: 2x8 KDDF #1&BTR 2- 3=( -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 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 4=(-4539) 1203 TC UNIF LL( 50.0)+SL( 14.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 9=(-1272) 6129 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF 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) ( 3 ) complete trusses required. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.48 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN nails staggered at: "' 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x8 bottom chords, ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL-L/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" f .r ,r MAX HORIz. TL DEFL - 0.053" @ 27'- o.5" 7-05-12 6-03-04 6-03-04 7-05-12 T T 1' f T 12 M-4x10 12 Design conforms to main windforce-resisting 10.907 10.90 system and components and cladding criteria. 34.0 4.0" Wind: 140 mph, h=25.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n � load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x8 AiM3XS ill' A 1/1 M-5x16 pMII16, I M-5x16 AO' NI WM IIMIIN u-, 6 7 8 • cv M-4x10 -M-10x10 M-4x10 M-7x8(5) y b y 1 y (� PROFE.- • 7-04 6-05 6-05 7-09 y 15-06 12-00 y ��N i�• 27-06 _ti - ' a9782PE JOB NAME : 3413-A REV. POLYGON NW - B2 i Scale: 0.1866 ,_/ WARNINGS: GENERAL NOTES, unless otherwise noted: Truss B2 1.Builder and erection contractor should be advised St all Gene,,:Nstes 1.This design Abased only upon the parameters shown and s for anindrvdual -7 OREGON o^ and Wam nge before construction commences. building component.Applicability of design parameters and proper 2.2a4 on web bracing incorporation of component is the responsibility f the building goer. rA/� compression amust be Inatalletl where shown ayo a dal 2 �� 3.Additional temporary bracing tonsure stability during constructor 2 Design assumes the top and bottom braced be laterally braced en J. s the responsibility of the erector.Additional permanent bracing of 2o.c.and ate o.c.respectivelysuch an unless bracedthroughout theirlengih). N DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such l b plywood re sheathing(TC)tte,esown+tlrywell(aC). 11 4.No Ised should baa applied to an 3.2a Impact bridging or lateral bracing required where shown++ P SEQ.: K 155 6 0 7 7 7 pp y component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are or-dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim of wedge if 'EXPIRES: c��hh #!7/ )ry/� �* fabrication,handling,shipment and installation of components. necessary. 1 cif��J-L ll1 V 5.This design is furnished subject to the limitations set forth bT.Pltlgnaswmelocated on face is t,ussed. November 30,2015 e.Plates shall be with join center teli faces of truss,and placed se their center TP WVECA in SCSI,copies of which will be furnished upon request lines coincide wiN joint ranter lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrss Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" !COND. 2: Design checked for net 5 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (- psf) uplift at 24 "oc spacing. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 12 IIM-4x4 12 10.90 24IIiI1I1hh�10.90 :n A o Tvr � o =M-4x9 =M-4x9 16-00 y y � .0 PRO - J, 89782-PE . JOB NAME : 3413-A REV. POLYGON NW - GGE Scale: 0.3299 •_/ • WARNINGS: GENERAL NOTES, unless otherwise noted / Truss GGE 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and A for an Individual y and Warnings before construction commences building component.Applicability of design parameters and proper F ORE Of�I 2.2z4 compression web bracing must be nstalletl where shown+ incorporation of component's the nresponsibility of the building designer. '�' 3.Additional temporary bracing to Insure stability during construct on 2.Design assumes the top and bottom chorus s be laterally braced at • }; s the responsibility of the erector.Additional permanent bracing f 2 o c and at 13 o.c respectNely unless braced throughout thea length b � •��T _ t� DATE: 11/30/2015 meoverensbudareistbereg� continuous sheathing such as plywood sheamn sheathing(TC) g . �� responsibility of the building designer. a 2x Impact In e( )and/or tlrywall(BC). � �� SEQ.: K1560778 4.No load should beapplied toany component until after all bracing and pa r gistheregrequlredwfiereshown++ ,+� fasteners are complete and et no time should an loads 4.Installation of truss is the responsibility of the respective contractor. TRANS ID v greater than 5.Design assumes trusses are s be used m a non-corrosive environment, LINK design mads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the B nDecel ssa assumes full bearing at all supports shown.Shim or wedge if EXPIRES: fabrication,handling,shipment and installation of components. ry' CA�'.REJ: 12/31/2016 6.This design is furnished subject to the limitations set forth by T Design assumes adequate both Nodrainage s provided. 2 1['" RE TPIMTCA In 0101,copies of which will be furnished u 8.Plass incl beloh join on terlfaces of truss,and placed so their center November 30,2015 pori request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) ThisPacific Ludesign preparedmberandTruss—BC from computer input by TRUSS SPAN 40'— 0.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: TC: 2x4 KDDF 1&BTR 4PECIFI 41&BTRS LOAD DURATION INCREASE — 1.15 SPACED 29.0" O.C. Design conforms to main windforce—resisting BC: 2x9 KDDF #16BTR system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UDON. LOADING Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <— 12"00. ON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.0 PSF load duration factor-1.6, TOTAL LOAD - 42.0 PSF End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 � Q 6-08-07 6-08-07 13-04-09 13-03-01 T f T T IIM-9x4 12 12 Q 7.50 111111411111INI M-3x5(S) M-3x5(S) 10" I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 44 0077 M-3x5(5) M-3x5(5) M-3x4 1 M-3x9 • *0) PR 9FE �tf 15-11 c 1NE/� U� 15-09 08 8-09 90-00-081-0.4...-.0f82PE r-• JOB NAME : 3413-A REV. POLYGON NW - Cl "�- : Scale: 0.2000 }'^� - Mir WARNINGS: GENERAL NOTES, unless otherwise noted' L'"�,S �REl.. ©tilt 1 Builder and erection contractor should be advised of all General Notes 1.This design Is based ony upon the parameters shown and Is for an individual ! , �}Q Cr and Warnings before construction commences. building componentApplicability of design parameters and proper 2 �,. Truss C 1 Incorporation of component Is the responsibility of the building designer. F y -.A. .-,.._ 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �y 3.Additional temporary bracing to insure stability during construction 2'o c. •and at 10 o.c respeusey unless braced •throughout their length by ` �A UL ,. is the responsibility of the erector.Additional permanent bracing of 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. 3.2x impact bridging or lateral bracing required where shown•• 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K15 607 7 9 fasteners are complete and at no time should any loads greater than s.Design assumes tuses are to be used n a non-corrosive environment, and are for dry condition"or use. ��//© p Y]q /ary/� TRANS ID• LINK design loads be applied to any component. 8.Design assumes full bearing atall supports shown.Shim orwedge T I=•FM(—IBES: 12�3�1/2016 5.CompuTrus has no control over and assumes no responsibility mr the necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7((L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" TC: 2x4 KDDF #1T1300 ION BC: 2x9 KDDF #SANTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 WEBS: 2x9 KDDF STAND 1- 2=(-2633) 1077 SPACED 29.0" D.C. 1- 9=(-750) 2322 2- 9=(-277) 387 TC LATERAL SUPPORT <= 12"OC. UON. 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 9- 5=(-2035) 1088 11-12=(-504) 1816 10- 9_3- 4=(-2032) 1105 10-11=(-195) 1990 3-10= (-471) 1029 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (-679) 563 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2590) 1157 12- 7=(-727) 2107 OVERHANGS: 0.0" 16.5" TOTAL LOAD = 6- 7=(-2650) 1035 9-11=(-476) 1090 42.0 PSF 7- 8=( 0) 83 11- 5==(-686) 568 LL = 25 PIF Ground Snow (Pg) 5-12=(-262) 573 12- 6=(-297) 346 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT LIVE LOAD AT LOCATION(S) A SPECIFIED BY TED STO2 LOCATIONS MAX TIOZ SIG REQUIRED SPG AREA REACTIONS REACTIONS SIZE SQ.IN.BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -264/ 1707V 4•IN. (SPECIES) 90,- 0 5" -313/ 303H 5.50" 2.73 KDDF ( 625) -326/ 1843V 0/ OH 5.50•' 2.95 KDDF ( 625) COND. 2: Desi.n checked for net -5 .sf u.lift at 24 "oc s.acin.- 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. 19-11-0$ MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 6-10-OS 20-01 6-06-10 6-06-10 6-06-10 Design conforms to main windforce-resisting 6-06-10 6-11-13 12 system and components and cladding criteria. p - 7.50 M-9X6 12 Wind: 140 mph, h=25.5ft, TCDL- 4.2,BCDL=6,0, ASCE 7-10, 4.0" Q 7.50 (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), 4 ,� load duration factor-1.6, J0" End vertical(s) are exposed to wind, Truss designed for wind loads M-5x6 in the plane of the truss only. 0.25" 0. 5M-5x6(5) ti N > l.5X4fA M-1.5x3 / /Aiiiin. yr 0 r. o NI . • 0 Vr R O�c-3x6 M-3x4 025" 0.25" M-3x9 - 6 ItA- C� • o o '. - AN 6> - M-5x6(S) M-5x6(S) 'Ct �4) 0.•G7 • 8-02 7-07-08 8-09 7-07-08 8-03-08 `9782PE C"40-00-08 • JOB NAME : 3413-A REV. POLYGON NW 1o4-oa • WARNINGS: �� Scale: 0.1555 ►• / - - Truss: C 2 Builder and erection contractor should be advised of all Genual Notes GENERAL NOTES, unless otherwise noted: -'t/ / - andWarningsbetore constmGon commences 1.This design a;based only poli the parameters mown and is for an individual •/j�. EG �� 2,2x4 compression web bracing building component Applicability of design parameters and proper -r/ g must be installed where shown Y. incorporation of component is the l':14.- [!" (j O�('� Q` 3.Additional temporary bracing to insure stability doling construction 2.Design assumes the top responsibility of the building designer. 7 ,,,i',�. ,V f3.`_ DATE: 11/30/2015 stheresponsblLtyoftheereaor.Addbonal pandbodomchordstobelateralNbracedat �'� { `ti- the overall structure s the responsibility of the permanent 2c of con a and at 70 o.c.reepedrvely unless braced throughout their length by PAUL �\ SEQ.: K 15 6 0 7 8 0 4.No load should be applied to any component g designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), 4 portent untl ager allbrac ng and 3 2x impact bridging or lateral bracing required where shown++ TRANS I D fasteners are complete and at no time should any nada greater than 5.Design 4.Installation of truss Is the responsibility of the respective contractor. LINK design leads be applied to any component. assumes trusses are to be used m a non-corrosive environment, 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. fabrication,handling, e'Design assumes full bearing at all supports shown.Shim or Wedge i! E.. E3'13 'fir I'} g shipment and installation of components. necessary. ff'"..!!�-TT J� �L1�+.11�i 01 •` e.This design ammanedaub/earomelmnatknaaetronnbv 7,Design assumes adequate drama Is November 30,2015 TPVWTCA n SCSI,copies of which will be furnished u 8.Plates shag be located on both faces of truss,and placed so their center upon request, lines coincide with joint center lines, MiTek USA,Inc,/CompuTrus Software c7.6.6-SP2(1 L)-E 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 40'- 0.5" _ LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=(-1458) 3621 11- 2=) -405) 1158 6-16=(-473) 1050 LUMBER SPECIFICATIONS SPACED 29.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=) -791) 555 16.17=(-686) 568 73 TE: 204 KDDF ST&N3- 9=(-2251) 1067 12-14=( -766) 2490 12- 3=( -28) BC: 2x9 KDDF #1SBTR LOADING 4- 5=(-2168) 1170 13-15=( -26) 64 3-14-( -618) 363 17- 8=(-297) 396 WEBS: 2x9 KDDF O STAND 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1166 15-16-) -196) 1380 13-19=( -87) 0 LL( 25.0)+DL( 6- 7=(-1969) 1088 16-17=( -509) 1759 19- 9=( -197) 180 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-2474) 1157 17- 9=( -728) 2080 19- 5-) -503) 1037 TOTAL LOAD = 42.0 PSF 6- 9=(-2607) 1035 19-15=( -358) 1722 BC LATERAL SUPPORT <= 12"OC. UON. _ 5-15=)-1358) 733 OVERHANGS: 0.0'• 16.5" LL = 25 PSF Ground Snow (P9) 9-10-( 0) 83 15- 6=( -587) 996 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA MI BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE TIEE LOAD AT LOCATION(S) SPECIFIED BY O 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0,- 0.0" -269/ 1681V -312/ 303H 5.50" 2.95 KDDF ( 625) 40'- 0.5" -326/ 1843V 0/ 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 TLCREEP 2.608" LL DEFL = -0.008" @ 41'- 5.0" Allowed = 08 MAX MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" 20-01 MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 19-11-08 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" 6-06-10 6-06-10 6-11-13 2-05-12 5-05 5-05 2-09 4-03-12 12 to ma windforce-resisting 12 Design conforms components and cladding criteria. M-9x6 7.50 Q 7.50 system and compo Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6., ASCE 7-10, q•Q" (All Heights), Enclosed, Cat.2, 6 •h( load duration factor=1.6, M-3x5 End vertical(s) are exposed to wind, f \\ Truss designed for wind loads M-Sx6(S) E �M-5x6(S) in the plane of the truss only. .25" s 0.25" 481 ,'�-� 3x4 M-1.5x3 • 3 N M-3x5 2 0 M-3x8 dmi a co I °M-5x6 12 r - 0 ,1; ''.:.-i a I I I I IIII I II ill I I I I h..-' 1 49%,..i 0 M- 6 1 o o 1 M-3x9+ M-3x9 0 13 15 0.25" M-3x4 0 M-1.5x3 0 0 M-3x9+ }- I o M-5x8 M-9x10 M-5x6(S) �, � - cF {�� 3.75 P•.�5t n:E'] 12 7-07-08 8-03-08 ... '- �j 2-05-12 5-05 5-05 2-04 8-05-12 1-04-08 ::`fi$2 P E r'' . 26-10-08 2-04 10-10 • r 90-00-08 ----- JOB NAME : 3413-A REV. POLYGON NW - C3 Bale: D.129, �OREGON�p� Q unless otherwise noted: ,/ GENERAL NOTES, t h and for an individual 'J� e- ,Builder 1.This design isbased only upon the parameems own an Fty i• 1.Builder and erection or coconstruction r should be advised of all General Notes budding component.Applicability of design parameters and proper \ and Warnings before corretructon commences. ncorporat on of component is the responsibility of the building designer. j � Truss: C 3 compression ng mus 2.Design assumes the top and bottom chords to be laterally braced at PAUL '9-\''-'--- 2' / 2.2e4Add cora Ionwebracin ire tabiAedwhereshown+. ape lyun 3.Additional temporary bracing to insure sterility during construction 2'o.c.and aI 10 o.c.re ctee less braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d II BC. 3.2a Impact bridging or lateral bracing required where shown++ q�jq DATE• 11/30/2015 the overall structure Is the responsibility of the building designer. q Design as at truss isthe are to use of the respective contractor. EXPIRES: �.G/J�1/9YF•1 4.No load should be applied to any component until after all bracing and 5.Design assumes trusses are to responsibility used f t a noncorrosive environment, E•"1-1 �7 C/c7 !C V rj'�'A,: KI56 78I fasteners are complete and at no time should any bads greater than and are for Mry condition.'of use. shown Shim or wedge i( November 30,2015 6 design loads be applied to any component. 8.Design assumes full bearing al all supports TRANS ID: LINK 5.CompuTmshasnocontrol over and assumes noresponsibility for the necessary. components. 7.Design assumes adequate drainage is provided.tl placed so their tamer fabrication.efur furnished shipmentandhe limitaon of B.Plates shall be located on both faces dimes,anpace B.This design 5 furnished ies of w li the Ill eafi rns het forth by lines coincide with joint center lines. TPINJTCA in SCSI,copies of which will be furnished upon request. g Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 07.6.6-SP2(1L)-E to.For basic connector platede5gn values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 ROOF C1TIOR TRUSS SPAN 40'- 0.5" BC: 204 ROOF 914BTR LOAD DURATION INCREASE = 1.15 IBC 2 l-1012 -1X 8)MEMBER FORCES 905 0153 10 BC204 ROOF STAND SPACED 24.0" O.C. 1- 3=(-2778) 1175 1-11=(-1311) 3603 10- 1=( -405) 1555 14- 5=(-476 996 2- 4=(-2252) 1172 11-13=(--766) 3212 1-13=( -787) 555 5-17=(-683) 1053 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- q=(-2252) 1066 11-13=( -766) 2427 11- 3=( -28) 399 15- 7=(-686 568 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 4- 5=(-2169) 1170 12-14=( -26) 63 3-13= ) 32.0 PSF 5- 7=(-1972) 1165 15-16= ( -617) 36380 7-16=(-322) 583 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1972) 1106 15-16=( -202) 1369 12-13=( -87) 0 16- 8=(-306) 399 ** For hen TOTAL LOAD = 42.0 PSF 7- 8= ( -503) 1748 13- 5=( -197) 033 ger specs. - See (-2985) 1224 16- 9=( -769) 2063 13- 4=( -503)1 1033 approved plans LL = 25 PSF Ground Snow (pg) 8- 9=(-2610) 1087 13-19=( -396) 1711 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5-14=(-1100) 799 A LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. SEARING MAX TIOT MAX TIOZ SIZ THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LI'- 0NS 6/AC1I82V 7/ACTIONS SIZE 2.RG 61NRRO BEG 62AR5) 0'- 0.0" -266/ 1682V -297/ 296H 5.50" (SPECIES) 40'- 0.5" -265/ 1682V 2.69 KDDF ( 625) 0/ OH 5.50" 2.69 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX TLA MX DEFL = -0.393" @ 13'- 4.0" Allowed = 2.609" f 19-11-OB .r 20-01 MAX HORIZ. LL DEFL = 0.098" 9 39'- 7.0. 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 '� MAX HORIZ. TL DEFL = 0.159" @ 39'- � � 12 � � T T � 6-06-10 6-11-13 7.0.12 Design conforms to main windforce-resisting M-9X6 7.50 system and components and cladding criteria. Q 7.50 6 9.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, {0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, M-Sx6(S)M-3x5 F End vertical(s) are M-5x6(5) exp Truss designed for wind oloadso wind, .25" in the plane of the truss only. a: y .25" sed 9,c M-3x4 3 M-1.5x3 • M-3x5 2 M-3x6 - 'nom •• o' M-5x6 11 13.� "" oo i M-3x9+ M- 0 12 14 5 16 'I 1M-1.5x3 0.25" M-3x9 M-3x6 iO M-3x4+ o 0M-5x8 . 3.75 M-4x10 M-5x6(S) y y y y y y -gyp PROP • b y �' .`( I NA/z-o45-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 � . ..yyyy2-04 10-10 26-10-08ye PE 40-00-08 JOB NAME : 3413-A REV. POLYGON NW - C4 Aar .../ WARNINGS: Scale: 0.1347 �i Truss: C4 Q. 1.Builder and erection contractor should be advised of all General Notes t,GENERAL unless tithe pe mete {� j� and Wammgs before construction commences. 1 NER design NOTES, onlessother parameters shown and is for an individual A 14 �REt7©11 �) 2.2a4 compress on web bracing must be installed where shown+, beorpoulb:ling component Applicability of design parameters and proper A incorporation of component is the responsibility of the building designer. V 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bosom chards to be throughoutaterally bracedal ��_ � DATE: 11/30/2015 Is the responsibility of the erector Additional permanent bracing of 2o.c.and at sheathing respectively unless bracedtheir length by \� the overall slruqure Is the responsibility of the building designer. continuous Impeerrhging ogatenssaotsg re requirediwere awn atlrywall(BC). �AUL `` SEQ.: x1560782 4.No bad should be applied to any component until after all bracing 3.2x lmpaq oftruss or the responsibility f whpreshewn++ fasteners are complete and at no time should an bads and 4.DesigInstalln assuestrussus es re to be usty in a no-corrosl contractor. TRANS I D: LINK assign hada be applied to a v greater man S.Desitin assumes trusses are m be used m a non-oonoaiaa erwlrenmant, 5.do.ign dhbs apd control over component daseumes no responsibility for the6 and arebr"dry condition"of use. EXPIRES: pC�y 6.Design assumes full bearing ataAwpportsshown.Shimorwetlgel! CA(-�l-SGJ� 1G/J It61 fabrication,handling,shipment and Installation of components, necesna s �7 G J 1 V 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. November 30,2015 TPWVTCA in BCSI,copies of which will be furnished upon request8.Platese roti be with on oeborafaces of truss,and placed so their center lines coincide vdlh joint center lines. MiTek USA,Inc./CompuTnls Software 7.6.7(1 L)-E 9.Digks indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1858(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE - 1.15 1- 2=(-2633) 1077 1- 8-(-750) 2311 2- 8-(-277) 387 11- 6=(-304) 399 TC: 2x4 KDDF #1413TR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1941 8- 3=(-309) 550 WE: 2x4 NODE ST&NDR 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=(-2038) 1107 10-11=(-503) 1805 9- 4=(-471) 1029 WEBS: 2x4 NODE STAND 5- 6=(-2552) 1223 11- 7=(-769) 2122 9-10=(-476) 1043 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=(-2552) 1087 14- 0=(-476) 567 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF5-15=(-681) 567 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ SIG REQUIRED SPG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONSSIZE RE UI. (SPECIES) BRG 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, IL-L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting system and components and cladding criteria. 20-01 19-11-08 '( Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '� 6-11-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 6-06-10 6-06-10 6-06-10 T T load duration factor=1.6, 6 06 10 6-10-05 .� T End vertical(s) are exposed to wind, ,� '� 12 Truss designed for wind loads 12 M-9x6 Q 7.50 in the plane of the truss only. 7.50 4.0" 9 n4( nr\ M-5x6(:) 44441111N4,4444:-5X6(S) 0.25" 0.25" 07 3 0PC V, > 1A\A/ 153 0 L,-, ee11 ++7 o p n o1... e ee °.25" M-3x9 M-3X6 0 D PR VFCE I M-3x6 M-3x4 t� (S M-5x6(5) �� (,7•1I • •C �� o M-5x6(5) y y y „. t\.'y*� +gyp ? _gyp y 8-02 y 7-07-08 y 8-04 7-07-08 8-03-08 i' _: :7�- - -." y 40-00-08 • POLYGON NW - C5 • . _ JOB NAME : 3413 A REV• Scale: 0.1533 1' GENERAL NOTES, unless otherwise notetl -q ,C3RE�f'�hJn�y� Q„ WARNINGS: 1.This design is based only upon the parameters shown and W for an Individual `V t.Builder and erector construction on co be advised of all General Notes budding component.Applicabilly of design parameters and proper .14i.... /1 pity (, - �fy_' and Wamessngs before bracing mu commences. incorporation of component is the responsibility of the bulking designer. ^1 Truss: C 5 2.2x4 compression web bracing mus be Installed where shown*. 2.De assumes the top and bottom chords to be laterally braced at ‘;---_\--.' ` 3.Additional temporary bracing to Insure stability during construction 2'o c.and at 10'o.c.respeotsey unless braced throughout their length by PAUL is theresponsibility of the erector.Additional permanent bracing of continuous&teething such as plywood sheathing(TC)endlor drywail(BC). designer. 3.24 Impact bridging or lateral bracing required where shown** DATE- 11/30/2015 the overall structure Is Me to any component Illy of the biddingtl it q.Installation of truss Is the responsibility of the respective contractor. q.No load should be complete ed to any component un y after ail bracing and 5.Design assumes trusses are to be used n a noncorrosive environment, SEQ.: K1560783 fasteners are ompeteand�[notmeshoultlanybatlsgreaterihan and are for"dry condition"of use. EXPIRES: 12/31/2016 design bads be applied to any component. 6.Design assumes fun bearing at all supports shown.Shim or wedged TRANS ID: LINK s.compuTrnahas no, over and andI staames no natcamaneimmyrorme nesignas November 30,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ofwhich vnll be furnished upon request. lines coincide with joint center lines. TPVWfCA in SCSI,copies 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICornpuTnls Software 7.6.7(IL)-E 10.For baac connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-2560) 1227 9-10=(-477) 1968 9- 3=(-321) 582 3- 4=(-2097) 1110 10-11=(-198) 1449 3-10=(-688) 56B LOADING 4- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=(-476) 1043 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1040 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 TOTAL LOAD = 42.0 PSF 11- 5=(-6136) 568 OVERHANGS: 0.0" 16.5" 7- 8=( 0) 83 5-12=(-262) 573 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 304H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 41'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 41'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" 20-01 MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting T T T f T f T system and components and cladding criteria. 12 12 7.50 M-9X6 Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Q750 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 End vertical(s) are exposed to wind, \ Truss designed for wind loads in the plane of the truss only. M-5x6.25(5)" M-Sx6(S) 0.25" 3 0. YL M-1.5x3 M-1.5x3 alliklikth„.. ,..0 0 ..41IIIIIIIIIIIIIA / : 0 M-3x6 M-3x4 M-5x6 2S 1 - " d' ee I 0 1** ee 9 0 12 o 1.25" M-3x4 .,.7 M- o ( ) M-5x6(S) 6 I 0 -�Q PROfF y • S • y y 8-03-08 7-07-08 8-04 y 7-07-08 y 8-03-08 )' � 'CO ��a[11, ® '/ l 40-02 ... 89 ®+�p� JOB NAME : 3413-A REV. POLYGON NW - C6E e- • QG Scale: 0.1516 11 WARNINGS: GENERAL NOTES, unless otherwise noted: / N. Truss: C6 1.Buller and erection contractor should be adviced of all General Notes 1.This design abased only upon the parameters mown and is for an individual OREGON and Wamngs before construction commences building component.Applicability of design parameters and proper 1,A' ^ 2.25(4 compression web bracing must be installed where shown 4. incorporation of component is the respons blldy of Me building designer. �-�` V 3.Additional temporary bracing to insure stab ldy during consWct on 2.Design assumes the top and bottom chords to be laterally braced at l'--;1,--�i��y �� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1G o.c respactrvely unleea braced throughout their length by 7 ��\ DATE: 11/30/2015 the overall structure sthe responsibility ofthe buddkgdesigner. whrcxssheatnloraucnaaacingrtluirewhereC)annordrywan(Bc). ��+ '� �V 4.No load should be applied to an 3.25(Impact bridging or lateral bracing required where shown a a U SEQ. : K1560789any until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are b be uced in a noncorrosive environment, - TRANS ID: LINK design loads be applied to any component, andarero arycondmon^of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C�/(� p �s fabrication.handling,shipment and Installation of components. 'y' C/1ei-'�TIEJ 12/31/2016 6.This deo 8.Designsshall b assumes adequate drainage is trusse November 30,2015 design is furnished subject to the 11 Sn furnished locatedand upon request. lines coincide with joint center linea. MiTek USA,Inc./CompuTrvs Software 7.6.7(1 L)-E 9.Digits indicate size of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE - 1.15 SPACED 29.0" O.C. Design conforms to main windforce-resisting BC: 2x4 KDDF #1&BTR system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 T ' 1' 13-04-09 6-08-07 6-08-07 13-04-09 '1 12 IM-4x4 12 z Q 7.50 7.50 M-3x5(S) M-3x5(5) 1"+ ♦4 0 0 v I oI M-3x5(5) M-3x5(5) o o M-3x4 M-3x4 y y 8-04 y 15-11 Co �N�N, / 15-11 JOB NAME : 3413—A REV. POLYGON NW — C7Sale: 0.1993 s ....�'� WARNINGS: GENERAL NOTES, unless otherwise noted, • 4� '/P1['j C/"�/'f,'Al 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and a for an lndwdual OREGON Truss: C7 and Warnings before construction commences. building component Applicability of design parameters and proper r'I �y 2 3r4 compression web bracing must be Installed where shown+ Incorporation of components the responsibility of the building designer. V�j> Y- 3 Additional temporary bracing to insure stability during consiructbn 2.Design assumes Me top and bottom chords to be lateralN braced at fT � f. s the responsibility of the erector.Additional permanent bracing of 2'o.c.in and at a hin rssphct vply unless braced Throughout their length).y (�, continuous t 10'ongsuchaspN unless sheathing(TC)brced throughout eirlen length �� MAUL [e- DATE: 11/30/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K 15 6 0 7 8 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component. and are for"dry full condition"of use. TRANS ID' LINK 6.Designeswmes NII bearing at all supports shown.Shim or wedge it -EXPIRE - 12/31!2"016 • 5.CompuTrus hes no control over and assumes moresponsibilityfor the necessary. EXPIRES:C�7 G/c7 TGV V fabs design is shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is Enriched subject to the limitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center TPIIWTEA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, M-1.5x9 or equal at non—structural End vertical(s) are exposed to wind, vertical members (con). p LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 12-06-08 T T 12 4.00 2 0 io 0 f AmiliMMOMMOMMEMMEMMEMMOMMEMMEMOMMEMMEMMEMOMMOMEMMEMMEN na 0 3 M-3x4 a 1 b y 1-00 11-06-08 b y 12-06-08 ,,,a, G[N �c� /0 89782PE . T"-- JOB NAME : 3413-A REV. POLYGON NW - Dl • Scale: 0.9806 =1 WARNINGS: GENERAL NOTES, unless otherwise soled: La OREGON Truss: Dl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual "9' "s and Warnings before construction commences. building component.Appl mbihly of design parameters and proper Q 2.2x4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. 11:4i- }' 4t (}� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bosom chords to be laterally braced at j� ,' �1 tJ -+ � `E.•�. • Is the responsibility of me erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by ` 7 DATE: 11/30/2015 the overall structure s the responsibility of the building designer. coImpact ridging or suchasacing rtl uired inereshnd/or tlryvrall(BC). h � t� 3.2x Impact bntlgmg or leterel brae ng required where shown+♦ P S` SEQ.: K 15 6 0 7 8 6 4.No load should be applied to any component until after all bracing and A Installation of buss is the responsibNty 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 I D: LINK design bads be applied to any component. and are or"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Dsig eeceess ssumea full bearing at al supports shown.Shim or wedge If EXPIRES: P'R 1G/31/2016 fabrication,handling,shipment end installation of components. 7ry. 8.This design is furnished subject tothe limitations set forth by B.Pen"aallelced"neoHuerainage'o fprusa,e. November 30,2015 8.Plates shag be located on both faces of truss,end placed so their center TPNMCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./ComplaTrus Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5-(-235) 630 5-2-( 0) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-106) 98 5-6=(-238) 626 2-6-(-686) 208 WEBS: 2x4 KDDF STAND; 3-4-( -7) 3 6-3=(-165) 128 2x4 OF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"00. UON. TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 RODE ( 625) LL - 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner - 5.25" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed - 0.531" MAX TL CREEP DEFL = -0.042" @ 6'- 8.1" Allowed - 0.708" 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL - -0.005" @ 12'- 1.0" f f ,r AMAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 M-1.5x3 4.00 (7 4 Design conforms to ma)n windforce-resisting 3 system and componentsand cladding criteria. 1 11 m Wind: 140 mph, h=21.3ft, TCDL=4.2,BCD1=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. cu 0.00000111111111111111111111111111 o li1411111111111 11111111 ,oO o t ►� 5 6 -/ I o M-3x8 M-1.5x3 M-3x4 y ). l 6-08-02 5-10-06 > b l 1-00 11-06-08 89782PE JOB NAME : 3413-A REV. POLYGON NW - D2 • J f/ Scale: 0.4181 "41 / WARNINGS: GENERAL NOTES, unless otherwise noted: 11/4.-",OREGON 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown ands for an lndnldual • • • REG N ^) Truss: D2 and Warnings before construction commences bolding component.Applcabillty of design parameters and proper . 2 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responslblNy of the building designee • .'C] �j �" 3.Additional temporary bracing tonsure stability dung construction 2.Design and al t assumes the top and bottom chorda to be laterally braced at yj0 I� . is the responsibility of the erector.Additional permanent bracing of 7oc.and at l0 oc.respectively unless braced throughout their length by ! ` DATE: 11/30/2015 the overall structure is the responsibility of building des continuousshging ng Werlbch as pyvg dsheathng(TC)andlor tlryvrell(BC). 41'11. pl. _ p ty o g Igner. 3.2z Impact bridging or lateral bracing required where shown++ -l✓L 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K15 6 0 7 8 7 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 5.CompuTrus has no control over and assumes noresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXP'RE : 12/3.1/2018 eery. C IRES: G/ /GV Ll fabrication.handling,shipmentand ttothetallatien of components. 7.Design assumes adequate drainage Is provided. November 30,2015 6.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which will be tumished upon request. lines coincide with joint center Ines. 9.Digits indicate sde of plate in inches. MTek USA,IncJCorepuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ERR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 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 KDDF STAND; 3-4=( 0) 0 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -52/ 440V -43/ 114H 5.50" 0.66 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IT 1: Heel to plate corner = 5.25" ICONS. 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 HORIZ. LL DEFL _ _ MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 12 4.00 M-1.5x3 Design conforms to main windforce-resisting 4 -/ system and components and cladding criteria. 3 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), 1 000 sialli AI 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. N /ex I O M f I o f 6► 5 0 M-3x8 M-3x4 y b )' 9-03 0-05-08 * * b 1-00 8-08-08 b 9-08-08 �Gl (tD • N ., :77OGr E (�.. JOB NAME : 3413-A REV. POLYGON NW - D3 Scale: 0.4704 GENERAL NOTES, unless otherwise notetl • SF' / � MOW WARNINGS: •j7 OREG©N 1.sultrier 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 77�rJf-OREGON 111 Truss: D3 and Wamings before constmcon commences. building component.Applicability of design parameters and proper / 2.2x9 compression web bracing must be installed where shown* incorporationassumes component is the responsibility of the building designer. . y 1<,�, �: 3.Additional temporary bracing to insure stability during construction 2 Design sae the top and bottom chords to be laterally braced at �[}�+ ^I R 7 :T Y o c and at 10'o c respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " PAUL itL R\r; DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown i i -A✓ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K15 60 7 8 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used inc non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. A�c�v TRANS ID: LINK 5.CompuTmshas nocontrol over and assumes noresponsibility for the 6.DesignrysumesfullbestingateMsuppo sshown.Shimorwatlge:1 EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 EXPIRES: L c7 GV V B.This design is furnished subject to the limitations set forth by B.Pates shall be located on both faces of truss,and paced so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,Ino,/CompuTrus Software 7.6.7(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1998(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, M-1.5x9 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ++ For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-08-08 T 1' • 12 4.00 N 0 M In 1 ArilliMill=1. o f O M-3x4 3 9 y ). y 1-00 8-08-08 J‘ ) 9-08-08 H,, GINE' /0 <v 89782PE r''': JOB NAME : 3413—A REV. POLYGON NW — D4 Scale: 0.5079 • 7, • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.BUlderand erection contractor should beadvised ofall General Notes 1 This design isbased only upon the parameters shown and is or an individual • ,a�• -7 OREGON 0 Truss: D4 and Warnings before construction commences building component.Applicability of design parameters and f}ew 2.2z4 compress on web bracing must be nstalletl where shown♦ Incorporation o/component s the responsibility of the builtlle designer. 3.Additional temporary bracing to Insure stab Illy during construct on 2 Design assumes the top and bottom chords to be laterally braced at • 1:9'.5 i ifs " ,. `es.- 2 o.c.and at 10'o.c,resphMrvp5 unless braced throughout their length)byv 7 0-: is the responsblty of the erector.Addtonalfth permanent bracinger of continuous sheathing such asplywoodtl )and/or drywall(BC). •� PA U L f� DATE: 11/30/2015 the overall structures the responsibSty of the building desgner. 3.2t Impact bridging or lateral bracing required where shown++ i�jf� �Y SEQ.: 8<15 6 0 7 8 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for do conditionof use. ��// p 5.CompuTmshesnocontroloverandassumesnoresponsibilityforthe B.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CotnpuTrus Software 7.6.7(1 L)-E t0.For basic connector plate design values sea ESR-1311,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES F/Cg=1.00 IC: 2x4 ROOF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4-)0 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 248V 0/ 24H 1.50" 0.40 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) 4.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL - -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N f- Lia,1 IIIIIIIIIIIIIIll_ '/ 14 _, M-3x5 J, y y 0 PROF 1-00 1-00 (PROVIDE FULL BEARING;Jts:2,4,4 V-Ca- G[N44 :9'732p c'.' JOB NAME : 3413-A REV. POLYGON NW - El • Scale: 1.1020 _r WARNINGS: GENERAL NOTES, unless otherwise noted: /••• / Truss: El Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters snows ends or an ntlry dual 4.0 E�1©N and Warnings before construction commences. building component Applicability of design parameters and proper �n til 2.2v4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to sta6l during 2.Design assumes the top and bottom unless bracedo be throughout braced at /x R},��..t �''J� W ry dY gcenshuG,onIr 4 T { +t:i '.- Isthe responsibility of the erector.Additional permanent bracing of 2'o c.and at 10'o c respectseN their length by V -- DATE: 11/30/2015 the overall structure is the responsibility continuous sheathing such as plywood sheath ng(TC)andior drywzll(BC). - �` p ty ofhe building designer. 3.2x Impact bodging or lateral bracing required where shown++ -AUL SEQ.: K1560790 4.No load should be applied to any component until after all bmcirg and 4.Installation of truss is the responsibility of he respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - TRANS ID: LINK design mads be applied to any componeM. and aremrayoondumn oruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge i( �/ pC �d�Jv�� )ry fabrication.handling,shipment and installation of components, necessary. -�A P',R C 12/31/2016 Ll J. 7G61.� 8.This design is furnished subject to the limitations set forth by 7.DBtesnhatbesatled onoth face isprossa November 30,2015-EXPIRES: L/ 1 GV 8.Plates/no be located both faces of truss,and placed so their center TPpINfCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 0.Digits Indicate size of MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E pIn inches. 10.For basic connector platelate design values see ESR-7311,ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths p y 1 /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury UMWDimensions are in ft-in-sixteenths. iilik Apply plates to both sides of truss 1 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. 2. Truss bracing must be designed by an engineer.For 0)116' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I a bracing should be considered. (13: 3. Never exceed the design loading shown and never 1_11Milip U U stack materials on inadequately braced trusses. o_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-s c6-7 c t- designer,erection supervisor,property owner and plates 0-1na' 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. content of software or upon request. 8. Unless exceed 19%at time offabrcationn.lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. V"..- Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 1 number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. X11,, 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 portionsbefore of use.this design(frontback,ctures wordsalone Plate Connected Wood Truss Construction. and pictures) Reviewing pi is not sufficient. DSB-89: Design Standard for Bracing. iT ■■ BCSI: Building Component Safety Information, I e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 t4119,p,2p.pfiparmgJ1 MAIN11.30-15 8:04am CS Beam 4.21.0.1 1 of 1 lcmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 WaiM �._.:.n*w,wT_..t�` �.,.._a > *UZ,s�..xE>r .. :�:ar . - #1 % ) t° - + ) y 12 7 0 12 7 0 Bearings and Reactions Location Type Material Input Min Gravity Gravity 1 0' 0.0 on Wpe Length Required Reaction Uplift 2 12 .000" Wall DFL Plate(625psi) N/A 1.750" 441# — DFL Plate(625psi) N/A 1.750" 441# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 339#(255p1f) 102#(76p1f) 2 339#(255p1f) 102#(76p1f) Design spans 12' 8.750" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1404.'# 2820.W 49% 6.29'' Total Load D+L Shear 441.# TL Deflection 1220.# 36% 0' Total Load D+L 0.2233" 0.6365" L/684Total Load D+L LL Deflection 0.1717" 6.29' 0.3182" U889 6.29' Total Load L Control: LL Deflection DOLs: Live=100% Snow"115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON StrongTfe Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER "Passing is defined as when the member,Floorjolst,beam or girder,shown on this drawing meets applicable design criteria far Loads,Loading Conditions,and S ns listed on this sheet.The desi n PACIFIC LUMBER&TRUSS must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 9 BEAV OREGON 503-8588-9663-9663 0 Roseburg J2 MAIN 1-3x-15 1 s:osasB A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 10 3 0 10 6 0 ® 13 3 0 3400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 315# -- 2 10' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 827# -- 3 20' 9.000" Wall DFL Plate(625psi) 3.500" 3.500" 991# -- 4 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 387# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 250#(187p1f) 66#(49p1f) 2 658#(494p1f) 169#(126p1f) 3 773#(580p1f) 218#(163p1f) 4 302#(227p1f) 85#(64p1f) Design spans 10' 0.375" 10' 6.000" 13' 0.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1078.'# 2820.'# 38% 27.92' Odd Spans D+L Negative Moment 1178.'# 2820.W 41% 20.75' Adjacent 2 D+L Shear 542.# 1220.# 44% 20.75' Adjacent 2 D+L End Reaction 387.# 1151.# 33% 34' Odd Spans D+L Int.Reaction 991.# 1775.# 55% 20.75' Adjacent 2 D+L TL Deflection 0.1609" 0.6516" L/971 27.92' Odd Spans D+L LL Deflection 0.1294" 0.3258" L/999+ 27.92' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of theirrespeciveowners KAMI L HENDERSON EWP MANAGER Strongo`rte Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 let MiTekC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-398_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: R45996168 thru R45996176 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,eik0 PROFess �N 3l N FFR /0 c.`" 9 87022PE r' N (Ni y 'oj, OREGON rlW AMBER \' ' 08A. HEc , EX' ' :06/30/ November 30,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45996168 PL15-398_UPPER F01 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Fri Nov 27 10:55:55 2015 Page 1 lD:zs2ygYHMYItl_Z1 p9y12t1yAg??-C21otXC6_hwKVI DU3AVpf6uLN?I8tNi18mFYHYyEzr2 1 1-8-12 1 1 1-4-10 1 2-0-0 1 1-2-0 II 1-1-10 1 I 1-3-8 1 1-3-0 1 Scale=1:37.2 3x5 = 1.5x3 II 4x8 = 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6 FP= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 I - - , 1co s e e 24 23 22 21 20 19 18 17 16 15 4x5= 3x6= 3x6 FP= 3x5= 1.5x3 I I 1.5x3 II 3x6= 3x8= 3x4= 3x8= 13-0-6 1-11-12 11-10-6 2-s8I 1 18-6-8 21-4-0 1 1 1-it-1? 9-10-10 Oa-s b-7-0 5-6-2 2-9-8 Plate Offsets(X,Y)- [2:0-3-0,Edge],[7:0-1-8,Edge],[8:0-1-8,Edge],[24:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.10 19-20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0,15 19-20 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code 10C2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-394/Mechanical,24=-784/Mechanical,23=1695/0-7-0,16=1348/0-5-8 Max 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. 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. ��S�� PR o�ess ��5 NGi N - "V /�2 �� 87022PE -9` iir N N -y �Aj, OREGO ) 'A0 '11/BER \1 P\ SA. HS?‘� EXPIRES:06/30/2017 November 30,2015 1 , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a 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/TP11 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 IJob Truss Truss Type Qty Ply I POLYGON PL15-398_UPPER F02 Floor R45996169 10 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:57 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-BRtYIDEM WJA2kLNsBaXHkXzecpMrLNVbc4keMRyEzr0 1 1-0-0 I 1 1-1-10 1 1 1-2-0 110-7-211 1-2-0 1 1-2-0 I I 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 o _ , \�/�� - ._' 12 13 1® 15 16 17 18 19 hllirllPFra:/AIIHHNMIIII ZS GI 41116113 I l'IC' 30 29 28 27 26 25 24 23 22 3x4 = 4x5= 3x5= 3x5= 21 r 3x5= 3x5= 3x4= 3x5= 4x6= 3x4 = 1 13-0-2 14-2-2 13-0-2 13-7-21I 19-114 Plate Offsets(X,Y)- [14:0-1-8,Edge],[24:0-1-8,Edge] 0-7-011-7-n1 5.0-2 1 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 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(LL)Vert(T -0.31 24-25 >756 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES Horz(TL)) -0.49 24 20 >482/a 360 BCDL 5.0 Code IBC2012/TP12007 WB 0.56 0.07 20 n!a n/a (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400F 2.0E(flat) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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=358610,14-15=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. ,��Eb PRQ . t40 ANG]NEER s>o 87022PE � NN 11 7 �Aj, OREGO 1Lo <v "P, ��BER Al CSO �`.3 A. He�°P EXPIRES:06/30/2017 ' November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with M7et&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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVliTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI]Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996170 2 1 PL15-398_UPPER F03 Floor Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:58 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1yAg??cdRxWLF_GclyMVy2112WHIWp2Dne4k91gkTCutyEzr? I 1-6-0 1 1-3-4 1 1 1-1-10 1 1-0-0 1 1 1-2-0 I10-8-6I Scale=1:38.1 3x4= 4x8= 304 11 4x4= 3x5= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 2 3 4 5 6 7 8 9 10 11 12 !`=16 7= .19��2: 22 ‘11 --..-,,MM,N01.!`I 1 L.: -M'•1',.r..A•".!•"1l'1,%,,.,iIr./.•.!•1..F1I ./•••\•=11 .I.•111M- .I0I I I I F e Al. i. 11 I I IF IlirAIIVI ICTI , -,10..- 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 1 122-4-12 12-10-14 I 8-3-14 1 3-0-4 1 7-0 -7-0 3-0-4q-10.10 Plate Offsets(X,V)- [12:0-1-8,Edgel,(27:0-1-8,Edgej,[35:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 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 Weight:112 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:34-35,33-34,31-33. REACTIONS. (lb/size) 23=693/Mechanical,34=2158/0-7-0,35=-893/0-2-4 Max Uplift35=-984(LC 4) Max Gray 23=693(LC 4),34=2158(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/2846,3-4=0/2846,4-5=0/872,5-6=0/872,6-7=-574/0,7-8=-574/0,8-9=-1631/0, 9-10=-1631/0,10-11=-2296/0,11-12=-2296/0,12-13=-2565/0,13-14=-2565/0, 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=0/2342,24-25=0/1690,23-24=0/663 WEBS 2-35=0/1800,2-34=-1780/0,12-29=-548/0,10-29=0/396,10-30=-537/0,8-30=0/677, 8-31=-804/0,6-31=0/946,6-33=-1070/0,4-33=0/1208,4-34=-1446/0,21-23=928/0, 21-24=0/790,19-24=-649/0,19-25=0/523,17-25=-389/0,17-26=0/261,14-27=-266/229 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �� P R OF�s 3)Refer to girder(s)for truss to truss connections. Co NGI N EF s/O 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)35. 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 ��\ R 2, be attached to walls at their outer ends or restrained by other means. $7022 P E -27 6)CAUTION,Do not erect truss backwards. / yNS • ,N N AT OREGON rP cp 90 FtijgER \1 P\- )s A. HO\ EXPIRES:06/30/2017 November 30,2015 ®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 MTek®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/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 Job398 UPPER Truss Truss Type 1Qty I Ply POLYGON PL15- F04 FLOOR 3 1 R45996171 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:55:59 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-4q_JjvGd1 wQmzfXFl?ZIpy3?Cc7vpDxu3ODIQJyEzr 1 1-3-0 1 1-5-0 1 1 1-5-6 1 2-0-0 1 1 1-2-0 1,0 Scale=1:37.1 1.5x3 II 4x6= 3x4 I I 354= 3x10 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 4 5 6 7 3x6 FP= 1.5x3 11 3x4= 1.5x3 II 8 9 10 11 12 13- _ 23 22 21 20 5 19 18 17 16 4x5= 3x8= 3x6 FP= 3x10 = 15 3x6= 1.5x3 II 3x4= 3x6= 354= 1 2-11-0 2-11-0 1 19-3-0 Plate Offsets(X,Y)— [8:0-1-8,Edge],[17:0-1-8,Edge],[23:Edge,0-1-8] 18-4-0 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/99fl 80 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TCDL 10.0 BC 0.315 Vert(LL)T -0.14 18 >999 360 MT20 220/195 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/Tp12007 (Matrix) Weight 98 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400E 2.0E(flat) BRACING- BOT CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: REACTIONS. (lb/size) 15=657/Mechanical,22=2013/0-5-8,23=812/Mechanical 6-0-0 oc bracing:22-23,20-22. 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. <<¢ ,D PRO-FS C4c. GINEF9 6 /(2 870 2PE /9r N CV - -0j, OREGON 95) �N -PO c�M, �BER \ \..t.'os A. HER0*' EXPIRES:06/30/2017 November 30,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll• t ORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for n4individual 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 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 MiTek' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA�2231�Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45996172 8 1 PL15-398 UPPER F05 Floor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:01 2015 Page 1 Pacific Lumber&TrussCo., Beaverton,Oregon ID:zs2ygYHMYItl_Z1p9y12t1yAg??-0C638bHtZXgTDygdQQbDuNBHVQikHAIBWiisUCyEzgy arm f n 7-211 1-2-0 1 1-2-0 II 1-2-0 1 1-2-0 1 1-0-0 1 Scale=1:36.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 4x5= 4x4= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2 Nairli\ILIWN. birgeook N joA „ � \ D, O p I11 35 34 33 32 31 30 29 28 27 26 25 24 23 3x5= 4x6= 3x4= 3x4= 4x6= 3x6=3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4= 1.5x4 SP= 15-6-14 14-4-14 110-7-0 7-0-11-14 I 5-9-2 21-4-0 1 1 14-4-14 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 L/d PLATES GRIP TCLL 40.0. 0 Plates Increase 1.00 TC 0.68 Vert(TL) -0 62 29 >410 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BCLL 0.0 Rep Stress Incr YES Matrix)60 Horz(TL) 0.09 23 n/a n/a Weight:107 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 BRACING- TUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF 2400F 2.OE(flat) end verticals. BOT CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 23=933/0-4-4,35=933/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1712/0,3-4=-1712/0,4-5=-3036/0,5-6=-3036/0,6-7=-3981/0,7-8=-3981/0, 8-9=-4547/0,9-10=-4547/0,10-11=-4727/0,11-12=-4727/0,12-13=-4554/0, 13-14=-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 floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��Q.�� P R�>�FS 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 \� �NGINE N EFk- S/O attached to walls at their outer ends or restrained by other means. 44, 2 87022PE 9r N NSA OREGSN ti� U✓4.4N �,pOnSMBER \iz, A. HV- EXPIRES:06/30/2017 November 30,2015 f1101.11101 1 till®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 MrTekc connectors.This design is based on upon parameters shown,and is for an individual building component,not MiTek' a truss system.Before use,the building designer must verify the applicabi ity 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 is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane Suite 09 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Wit Quality Criteria,DSB-89 and BCSI Building Component Citrus1Heights,CA 95610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-398 UPPER FO6 R45996173 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:02 2015 Page 1 ID:zs2ygYHMYItl_Z1 p9y12t1 yAg??-UPgRLxIVKroKg6Fq_87SRbhVvg7KoYoKIMRPOeyEzgx 1 1-6-0 1 1-3-4 1 I 1-1-10 1 1-0-0 1 1 1-2-0 Iro^ Scale=1:38.5 3x4= 4x8= 3x4 II 4x5= 4x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 o X� I� /�\ a///`-o a //`=_=:_. :. . ,. a K'' pp I� 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= 4 1 3-0-4I 1910.1p 1 57 5 11 22-7-8 -10 8-6-10 5-7-0 Plate Offsets(X,Y)- [12:0-1-8,Edge],[27:0-1-8,Edge],[35:Edqe,0-1-8] LOADING(psf) SPACING- 1-7-3 CS!. DEFL. in (loc) I/deft L/d 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/TPI2007 (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 2400E 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. ck0 P R Ope 4)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement \,A. - N- I NEF Ssv at the bearings.Building designer must provide for uplift reactions indicated. O 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �� ' 9 2 be attached to walls at their outer ends or restrained by other means. 870 2P E c-- 6)CAUTION,Do not erect truss backwards. kr N >N - V' ,c,\/ OREG N q) 4N 9O �M$ER •1 \p �sA. HO; EXPIRES:06/30/2017 November 30,2015 _mil_ r ®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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . E. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �L building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIT 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 R45996174 PL15-398_UPPER F07 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:04 2015 Page 1 ID:zs2ygYHMYItI_Z1 p9y12t1 yAg??-RnoCmcJIsS224QPC5Z9wvWmgUdkyUYzdDfwWSXyEzgv I---. 1 1-2-0 1 f}_.7,..1.131 10-9-o 1 o s o I I 0-9-0 °-9.°110-9-0 o f 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 w� w' N 4k 1/A A/v \, /A /4 al\ /A i \ i ALIP•04k) N - a a o a 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 13-2-14 l -8-141 1 20-2-0 1 1 13-2-14 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 Lid 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 IBC20121TP12007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. Q��Q P O�c S 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)40. t� 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 �� (/NCj]N�F/T �0/jj9 be attached to walls at their outer ends or restrained by other means. 870 2P r -y Aj, OREG N (1)O� dor, BER '\1 Vr SA. HEC")` \-4. EXPIRES:06/30/2017 November 30,2015 me It ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. mil x Design valid for use only with MTel&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/TPIt 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 Suras Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-398 UPPER F08 Floor 845996175 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Nov 27 10:56:05 2015 Page 1 ID:zs2ygYHMYItI_Z1p9y12t1yAg??-v_MayKNdmAvia PfGg93DJ2719nCzgmRJg4dzyEzqu 1 1-6-0 1 1-3-4 11 1-4-10 I 2-0-0 1 1 1-2-0 II 1-1-10 1 1-3-11 1 1-3-0 I 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 01 ! ®e o ,® ® c ®3 14 15 1 a o ' i 4010 9 N 9 e e 0 KO 25 24 23 22 21 20 19 18 17 16 3x6= 3x6 FP= 3x8= 3x5 = 1.5x3 II 1.5x3 II 3x6= 3x8= 3-0-414-0-14 1 3-0-4 1 110x10 10-5-14 I _19-7-0 '�2 1 22-4-11 2-9-11 Plate Offsets(X,Y)- [8:0-1-8,Edge],[9:0-1-8,Edge] 0-7-o LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 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 1BC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 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 Uplift 16=-458(LC 6),25=-596(LC 6) Max Gray 24=1524(LC 3),17=1312(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. <c 0 PR Ore 5 ANG I NEER �', 414 87022PE vr- / N cv y '0j, OREGON �9 ,l// 'AO ‘M'BER Al 4p OS A. HE R�P EXPIRES:06/30/2017 f November 30,2015 __ f A.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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,note 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 t A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i1AiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/OPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty PlyPOLYGON R45996176 PL15-398 UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014MiTek0 2015 ID:zs2y9YHMYItyl2t14rMTKPeMe9NQdxtinmhld1 :LYrlY uc3vd9AlrEZ S piilf:Li 108-411 1-2-0 1 110,9-0 10.9-0 110-9-0 10.9-0 110-90 10-6 0 I Scaler.1:34.8 3x4= 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 3x4= 4x4= 4x4- 1 4 5 7 9 11 12 14 15 17 18 19 20 21 22 23 24 25 1is : : ; jjje • o •o a e or • . . • e o 2�HSo 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 1 1 20-4-13 1 13$12 13-5-12 b-7-0 0-7-0 5-9-2 Plate Offsets(X,Y)- [17:0-1-8,Edge],[18:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 33 >731 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.52 33-34 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 26 n/a n/a Weight:109 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=892/0-4-4,40=892/0-4-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-2518/0,5-6=-2518/0,6-7=-3371/0,7-8=-3371/0, 8-9=-3953/0,9-10=-3953/0,10-11=4267/0,11-12=4267/0,12-13=-4306/0, 13-14=-4306/0,14-15=-4116/0,15-16=-4116/0,16-17=-4116/0,17-18=-3686/0, 18-19=3121/0,19-20=-3121/0,20-21=-2331/0,21-22=-2331/0,22-23=-1277/0, 23-24=-1277/0 BOT CHORD 39-40=0/734,38-39=0/1990,37-38=0/2977,36-37=0/2977,35-36=0/3694,34-35=0/4142, 33-34=0/4318,32-33=0/4228,31-32=0/3686,30-31=0/3686,29-30=0/3686,28-29=0/2770, 27-28=0/1832,26-27=0/668 WEBS 17-31=-355/0,18-30=0/383,2-40=-1126/0,2-39=0/1017,4-39=-910/0,4-38=0/810, 6-38=-704/0,6-36=0/603,8-36=-496/0,8-35=0/396,10-35=-291/0,16-32=-281/0, 17-32=0/823,24-26=-1086/0,24-27=0/990,22-27=-904/0,22-28=0/812,20-28=-713/0, 20-29=0/570,18-29=-1057/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. Q�� _PR _ 2)All plates are 1.5x3 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 Q../rNCO . 04G1 NEER W,-, be attached to walls at their outer ends or restrained by other means. 870 2PE r N cV -5-51 SAT OREG N ti�OWN 9O AMBER \1 ps A. j- EXPIRES:06/30/2017 November 30,2015 i 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M�Tek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANrmSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Greenback Safety Inloafon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury �� Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 01 �� ci-z '/16 C2-32. Truss bracing must be designed by an engineer.For 116\1111114 wide truss spacing,individual lateral braces themselves Allrilltmay require bracing,or alternative Tor I _ O � p bracing should be considered. 1_-_,iir _ U O= 3. Never exceed the design loading shown and never a Ai U stack materials on inadequately braced trusses. O4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c' C6-7 cs-e plates 0- pd' BOTTOM CHORDS designer,erection supervisor,property owner and from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. once plates on each face of truss at each int Knots required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locationds a ebed regulalt d by ANSId/TPII 1 wane at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and ♦ in all respects,equal to or better than that i� Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. output. Use T or I bracing 13.Top chords must be sheathed or purlins provided at if indicated. Lumber design values are in accordance with ANSI/TPI 1 spacing indicated on design. section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. w 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 reaction section indicates joint ©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. MN MN MI x 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontpiback,ctures words Plate Connected Wood Truss Construction. and pictures]before use.Reviewing DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety IHformation, I\l'le Guide to Good Practice for Handling, kg' 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015