Loading...
Plans (79) a A A 0 1:: l''')z N p ,-- > m �, ` O U U m rm- N� NO D m ..- um E. .� O O-, r.. w aWti3y � 3 n — Z m 0 rA y z Z 1:1Z 10' -0"SET BACK c = r Z VERIFY O I 10'-06 I 0 Jo 0 0 Z61'-31/Y • m z T -31/2" I 37'-66I 16'$' EN co 2 on I- I 3 �m 1 pup 484. Q n i re A A m -6,- w • Co C < C p I� i _m a4 — N I 3 Z z z -'°n a: n� gl ., •, .. 0)m , 'r a C iCT N 7 mAs a' ae C NpNo�N o .3 9 '• �-22pmm�OrmllOm X y - i 1 �! 464141 , \1 co N m n ST/ y T1r o Ayzzx,rnzm.=..� "f — ,I / iV �vmmozOoogoo / 0 ovmn m? mszs 0 `� .-. v 0000,mm,�-15., C E2 T ' zm,zzo�T0omo ��/ `i. v n• 1 .LINO _OyyTm � I a -O_iFAOCOOI=TI O,ti I 0 z ojc \ 11. 7 eel o m ti Q Jo #.._ 2. S-31/2' , <a.+r m -4 �v 5'-3 �'-6' I 16'- Cgi 61',31/2' 0.5 Vl m N '" to �� CONFORMS TO DESIGN CONCEPT ;,� ° o CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 3. C NON-CONFORMING-REVISE AND RESUBMIT E o THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE nE o WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE O cFABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE cr 2 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 9 N OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. al n Z By: Todd R. Eaton Date: September 19, 2014 "` mit CT ENGINEERING INC MiTek USA, inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). p JORA, roPRapp '� yl ;1 Vit,: , OR t 3N,bo r �q, C?4,. is x'04.AAA, r''i�f,i'rfa / S.fONAL�"'. _ . /011L 1, fi {'.'. EXPIRES 6130116 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacino.l TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF It1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc P , M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T T T HM-4x4 3 I I 12 6.001/ 12 \I 6.00 co 4 co o� — o v -_ -- a 0,/_ i ////////////////////////////////////////////////////////////////////////////////////////i///i//i///ll//////////////////////////// // o 1 M-3x4 M-3x4 y y y y 1-06 17-00 1-06 JOB NAME : 2610-B NH POLYGON - Al <<:` lNC�FFssio Scale: 0.4458 � /! r 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 7 I -�y� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9��P E Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / �Il is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�4/P/A.- It. : 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• M + 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. -37 A_OREGON 1(/ SEQ and aresigne assumesfor con trussesion"areof toubese.used in a non-corrosive environment, G/O"meqy TRANS I D: 407736 oA design loads be applied to any component. "dry dit7 4, 2 P+ 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 �y necessary. MSV fabrication,handling,shipment and installation of components. 7.n Design assumes adequate drainage is provided. R R I L�- 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 VIII 11111101 IIIIII VIII 11111111 IIIIII III 11 111 TPIMRCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 D.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(-238) 903 3-7=(-268) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1088) 302 7-6=(-227) 907 7-4=( -75) 456 WEBS: 2x4 KDDF STAND 3-4=( -816) 200 7-5=(-275) 211 LOADING 4-5=( -816) 214 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-1092) 309 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200' MAX LL DEFL = -0.024" @ 8'- 6.0' Allowed = 0.804' MAX BC PANEL TL DEFL = -0.055" @ 13'- 1.8° Allowed = 0.499" MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5° 8-06 8-06 MAX HORIZ. TL DEFL = 0.018" @ 16'- 6.5" NOTE:Design assumes moisture content does 4-05-06 4-00-10 4-00-10 4-05-06 not exceed 19% at time of manufacture. i' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 Ir I i M-4x4 \I 6.00 4.0° Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '� y load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 ~« r co co O O O ro NM O .6 O 1 O, M-3x4 M-3x8 M-3x4 y y 1- 8-06 8-06 y y y 1-06 17-00 JOB NAME : 2610-6 NH POLYGON - A2 Scale: 0.3533 �5-cg's N(ycIOFFs`r, WARNINGS: GENERAL NOTES,unless otherwise noted: �� r/1�' 'v"9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G+,P E Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .moi DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �s is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) ,-.41/11/...` DATE 9/9/2014 responsibilitybuilding g P bridging PYwq wheresand/ordrywall(BC). it the overall structure is the res onsibilit of the designer. 3.2x Impact bdd in or lateral bracingrequired shown++ tM /� 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'Q A�OREGON 1(/ S E Q l+ r/ 1b, design loads be applied to any component. and are for"dry condition"of use. <O '41)/ 1 2° A�- TRAN S I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c `- fabrication,handling,shipment and installation of components. Designneas. /�� \ v 7. laesassumesadequate drainage isftruss,a. RR L 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 1111111111HH1111111TPIMITCA 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,IDC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1937) 527 7- 8=(-442) 1531 3- 8=(-811) 377 WEBS: 2x4 KDDF STAND 3- 4=( -910) 204 8- 9=(-469) 1543 8- 4=( -32) 423 LOADING 4- 5=( -910) 223 9- 6=(-502) 1699 8- 5=(-823) 405 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1948) 573 5- 9=( -74) 456 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0° BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0,014° @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.050' @ 14'- 3.8" Allowed = 0.804" MAX TL CREEP DEFL = -0.096" @ 8'- 6,0" Allowed = 1.072" 8-06 8-06 T T T MAX HORIZ. LL DEFL = 0.042" @ 16'- 6.5" 2-09 5-09 5-09 2-09 MAX HORIZ. TL DEFL = 0.067" @ 16'- 6.5" NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.001/ HM-4x4 Q 6.00 Design conforms to main windforce-resisting 4 system and components and cladding criteria. R Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 ,gigddllIlM-3x4 3 M-3x4 M-3x4 M cz, _cn 01111.11111-7 o o _���, ae''M-5x6 M 3x8 M 5x69 '��se1 o 0 1 0 2.75 $ 2X WEDGE 2.75 . 12 W/(2) M-3X4 TYP. 12 .1 y k y y 2-05-08 5-10-12 6-02-04 2-05-08 y 1, y )- y 1-06 2-05-08 12-01 2-05-08 y y y 1-06 17-00 JOB NAME : 2610-B NH POLYGON - A3 S'<('1 p PN OFFs`r� Scale: 0.3242 _,"`y/y, a2 WARNINGS: GENERAL NOTES,unless otherwise noted: �• /� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = 2 P E Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper / /✓/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '�. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/�, ; po ty continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). -vii Cr DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1(r /� 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. A_ S E Q. : 6054136 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, �� "7q y �'�b' design loads be applied to any component. and are for"dry condition"of use. " 2 TRANS I D: 407736 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 e,�` fabrication,handling,shipment and installation of components. Dnecessary. M`�R R I`-`" P 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 VIII VIII VIII VIII VIII VIII I III IIII IIIITPIMIrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nr lines. indicate 9.Dieits size of plate inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 Fail This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-00-00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-2513) 511 1.5=(-481) 2160 5-2=) -278) 1514 4-7=(-1751) 377 BC: 2x6 KDDF #1&BTR 2-3=( -716) 174 5-6=(-472) 2107 2-6=(-1769) 416 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -589) 173 6-7=( -60) 107 6-3=( -43) 263 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 6-4=) -372) 1773 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V IC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 187.5)+DL( 147.5)= 335.0 PLF 0'- 0.0" TO 10'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -427/ 2057V -62/ 155H 5.50' 3.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -411/ 1933V 0/ OH 5.50" 3.09 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psi') uplift at 24 °oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Single member as shown. MAX LL DEFL = -0.036" @ 4'- 7.0" Allowed = 0.454" Hangers attached to the bottom chord MAX TL CREEP DEFL = -0.074" @ 4'- 7.0" Allowed = 0.606" will have 1.5" max. nail penetration. MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3" Connector plate prefix designators: MAX HORIZ. TL DEFL = 0.014" @ 9'- 10.3" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 8-10-03 1-01 13 NOTE:Design assumes moisture content does f ' < not exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting T ' , < system and components and cladding criteria. 12 M-4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 / (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 M-7x8 load duration factor=1.6, 4 Truss designed for wind loads �G1111 in the plane of the truss only. 'ie M-3x8 co r v; 0 v M-5x10 o ,�il�:1 m' III M-3x8 M-8x10 M-1.5x3 y y y 4-07 3-10-04 1-06-12 y .1 10-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-B NH POLYGON - B1 Scale: 0.3877 �, GPN- s> WARNINGS: GENERAL NOTES,unless otherwise noted: �� r'�/� -v9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 S PE Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ......061.10., DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 Cr 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. }7 OREGON �(f SEQ. : 6054137 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, G< �q \ design loads be applied to any component. and are for"dry condition"of use. O y 1 4 2� A+ TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if C- fabrication,handling,shipment and installation of components. necessary. SFR R l0- 7.Designlaesassumes adequate ne hdrainage is of sd.and This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 111111111111111111111 TPIrNlCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-10=( -604) 3816 10- 3=( 0) 158 BC: 2x6 KDDF #1&BTR 2- 3=(-4396) 780 10-11=( -606) 3814 3-11=( -234) 196 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4158) 812 11-12=( -826) 4698 11- 4=( -272) 1532 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3658) 748 12-13=(-1212) 6378 11- 5=(-1748) 436 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 26'- 0.0° V 5- 6=(-5470) 1172 13- 8=(-1218) 6412 5.12=( -312) 1326 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 18'- 0.0" V 6- 7=(-6150) 1278 6-12=( -262) 1488 BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 7- 8=(-7346) 1478 12- 7=(-1000) 242 8- 9=( 0) 76 7-13=( -188) 1076 NOTE: 2x4 BRACING AT 24°OC UON. FOR ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1898.0 LBS @ 17'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -472/ 2465V -106/ 106H 5.50" 3.94 KDDF ( 625) 26'- 0.0" -893/ 4263V 0/ OH 5.50" 6.82 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. nails staggered at: MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.074" @ 16'- 0.0" Allowed = 1.254° 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.231" @ 16'- 0.0" Allowed = 1.672" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.003" @ 27'- 6.0" Allowed = 0.150° MAX TL CREEP DEFL = -0.003" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.021° @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.051' @ 25'- 6.5" 9-11-11 6-00-10 9-11-11 f T ' . NOTE:Design assumes moisture content does 5-03-08 4-08-03 3-00-05 3-00-05 4-08-03 5-03-08 not exceed 19% at time of manufacture. T f f 1' 4960# f f Design conforms to main windforce-resisting 12 M 4X6 M-5X6 12 system and components and cladding criteria. 6.00 D 4 M-3x4 6.00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), EN 4� load duration factor=1.6, Truss designed for wind loads 4°... \ At, in the plane of the truss only. M-3x4 M-3x4 3 7 co co U E -- v U two 1 - 10 11 12 13 - g M-3x5 M-1.5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 1898# y ) y y y y 5-01-12 4-05 6-10-08 4-05 5-01-12 y y y 12-00 14-00 y ), y > 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - Cl <(- (..9 Scale: 0.2543 !7/b r,7 �* WARNINGS: GENERAL NOTES,unless otherwise noted: t.tfi • /( -S7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = �P E Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �!r ; ISS P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON / ' 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. : 6054138 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, L� ��r y O�� design loads be applied to any component, and are for"dry condition"of use. 6 -7 1 2 TRANS I D: 407736 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 ,,Q` fabrication,handling,shipment and installation of components. Dnesign as. MFR RIO-P P 8.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shalt be located on both faces of truss,and placed so their center 111111111111111111 TPIANrCA in BCSI,copies of which will be furnished upon request. lines coincideiatwithizjoint center che. 9. Digitssidsize of plate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 e.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-340) 1571 9- 3=( 0) 255 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1860) 459 9-10=(-342) 1568 3-10=(-482) 181 WEBS: 2x4 KDDF STAND 3- 4=(-1365) 434 10-11=(-202) 1141 10- 4=( -81) 324 LOADING 4- 5=(-1143) 451 11-12=(-360) 1568 10- 5=( -70) 73 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1372) 435 12- 7=(-358) 1571 5-11=( -49) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1860) 459 11- 6=(-478) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 6-12=( 0) 254 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -195/ 1263V -126/ 126H 5.50" 2.02 KDDF ( 625) OVERHANGS: 18.0" 18.0" 26'- 0.0" -195/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.062" @ 14'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.125" @ 14'- 7.0" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0" Allowed = 0.150° MAX TL CREEP DEFL = -0.014" @ 27'- 6.0" Allowed = 0.200' MAX HORIZ. LL DEFL = 0.029' @ 25'- 6.5" 11-11-11 2-00-10 11-11-11 MAX HORIZ. TL DEFL = 0.048" @ 25'- 6.5° T T T f NOTE:Design assumes moisture content does 6-03-04 5-08-07 2-00-10 5-08-07 6-03-04 not exceed 19% at time of manufacture. f T I I I <Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.no1/ M-4x6 -M-6x6 Q 6.00 r Wind: 14D mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 23X4load duration,factoosids Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in te planof the truss only. 3 a. M M O O 1 9 10 11 12 M-3x4 M-1.5x3 0.25" M-3x4 M-1.5x3 M-3x4 M-5x8(S) I I I I ) I 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 I I I I 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - C2 ��.ED PRp.. s Scale: 0.2553 �� Q2 v7i7r WARNINGS: GENERAL NOTES,unless otherwise noted: �� �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7.92 i•P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper �l/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / O� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! �.,-, DATE' 9/9/2014 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. OREGON rA 1(/ SEQ. : 6054139 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 I D: 407736 G/ �9 P'� design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if R Q k 14, 2 Q+ necessary. M " v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. CCR R 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 VIII VIII III VIII VIII VIII I II IIII IIII TPINVlCA in BCSI,copies of which will be furnished upon request. git coincideialwithizjointain che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mrfek) EX PI RES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1813) 391 B- 9=(-124) 1001 8- 4=(-130) 635 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 392 9- 6=(-294) 1528 4- 9=(-129) 635 LOADING 4- 5=(-1590) 392 9- 5=(-383) 260 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 390 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -199/ 1263V -139/ 139H 5.50" 2.02 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -199/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 Esf1 uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" 13-00 13-00 MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" T f '' NOTE:Design assumes moisture content does f 6-09-04 6 02-12 6-02-12 6-09-04 f T 1 f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00E7' M-4x6 Q 6.00 system and components and cladding criteria. 4 4.0" Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only.M-1.5x3M-1.5x3 3 C+) co p p V10K* '� V O 8 g p p M-3x4 M-3x4 M-3x4 M-3x4r- p M-3x5(S) * > * 1, 8-10-03 8-03-11 8-10-03 * * * 16-00 10-00 > y y y 1-06 26-00 1-06 PR JOB NAME : 2610-B NH POLYGON - C3 ,��EOINE -s Scale: 0.2178 '' -7/7//r 7/b y^`r �% WARNINGS: GENERAL NOTES,unless otherwise noted: 'Ct.' J((7, q� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92! P E Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper �I/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .rte. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/_r I�� continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). -* Cr DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON C 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. 77 A- �(/ SEQ. : 6054140 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, L� 2lQ Or�� and are for"dry condition"of use. r design loads hasbe nao control to anycomponentaassut. 6.Design assumes full bearing at all supports shown.Shim or wedge if o 1.4, TRANS ID: 407736 5.CompuTrus no over and assumes no responsibility for the necessary. /1/7 .RV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R ��" 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 1111111111111101 IIIVIIIIIIIVIIIVIIIII 11101111111 TPIMIrCA in SCSI,copies of which will be furnished upon request. Digitsgit coincide withizjointpate in che. 9.linesindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.4ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc P M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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. 13-00 13-00 12 HHM-4x4 12 6.00 I/ 3 6.00 ti 0 4 `� 0 cp M-3x5(S) o M-3x4 M-3x4 y ,1 y 16-00 10-00 y 1, y 1, 1-06 26-00 1-06 ��Ep PR OFFS JOB NAME : 2610-B NH POLYGON - C4 5< GIN CCCeee s, Scale: 0.3053 CD. '7/q//r 02 WARNINGS: GENERAL NOTES,unless otherwise noted: :' 7 7 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rte. DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `s is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ���-- 1Y. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r� SE 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. -9 OREGON 5, 44/ SE Design assumes trusses are to be used in a non-corrosive environment, L- './ design loads be applied to any component. and are for"dry condition'of use. �Q y TRANS I D: 407736111 .R 1 4 2� A-�-.5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if `_ necessary. + fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /� .R R)`1. 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 11111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide tae with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacint.I TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M,M2OHS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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. 11-00 11-00 T T T 12 12 6.00 L- M 3x4 \I 6.00 C. }} 4 co o .{T 7/ o M-3x5(S) M-3x4 M-3x4 y ), y 12-00 10-00 y y > > 1-06 22-00 1-06 PR JOB NAME : 2610-B NH POLYGON - D1 Scale: 0.3638 �<0' 0,INOFF�,s/2 �7ir ° WARNINGS: GENERAL NOTES,unless otherwise noted: �� �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92! P E Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper //{ 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �I�^" P Y continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). /1411.0,• yy. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON •K. C/� 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. 10 SE Q. : 6054142 fasteners are complete and at no Owe should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� rl�f O'�� and are for"dry condition"of use. -7 y design loads hasbe nao controln to anycomponent.su8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, 2 ,A„. TRANS I D: 407736 5.CompuTrus no over and assumes no responsibility for the necessary. �C f V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R R 5 0- 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 VIII VIII VIII II I 01111 IIIII 11111 IIIIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Milk) EXPIRES:12/31/2015 11E1 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-203) 1261 3- 8=(-311) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 329 B- 9=(-103) 834 8- 4=(-113) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 332 9- 6=(-248) 1261 4- 9=(-113) 492 LOADING 4- 5=(-1318) 332 9- 5=(-311) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 16.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 1095V -114/ 114H 5.50" 1.75 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -136/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, .1r(1311'111111111111111111111 OP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.043" 0 14'- 5.8" Allowed = 1,054" MAX TL CREEP DEFL = -0.088° @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.013" @ 23'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 23'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" T f f NOTE:Design assumes moisture content does 5-09-04 5-02-12 5-02-12 5-09-04 not exceed 19ts at time of manufacture. T T T T T 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 6.00� �1 6.00 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 'f-( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a�� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 CO v m II W o 0 00.>•••"•00.1111".11.°°1-1.5x3. - 8 9 • 7 C. M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 7-06-03 6-11-11 7-06-03 J, ), 12-00 10-00 1, ), ), ), 1-06 22-00 1-06 JOB NAME : 2610-B NH POLYGON - D2 scale: 0.2513 �<<..- NOFFss/D WARNINGS: GENERAL NOTES,unless otherwise noted: I/7/ -v9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1.92 P E Truss: D2 and Wamings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. iiiii � 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ - �� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ! 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. ^V SEQ. : 6054143 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, L/ ��1' � {� design loads be applied to any component. and are for"dry condition"of use. O 3 y 4 2.0\ --t TRANS I D: 40773 6 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 � 1 �Q` fabrication,handling,shipment and installation of components. Dnesign . '1' R R I1 1-' P P 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 VIII VIII III VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideialwithzjointche. 9.Digitssinasize of tplate o inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Desi n assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 9 not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4L=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed,, Cat Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 6.00 /REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. —/ in the plane of the truss only. G BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 3 able end truss on continuous bearing wall UON.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. CO in c:,/— IIIIII O 4 1 M-3x4 ,1 y > 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - El Scale: 0.7460 �\�-<<;`'/NE/4 —e, WARNINGS: GENERAL NOTES,unless otherwise noted: �� /ry� C 2pl 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G P L Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper /!{ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r� DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / _1�� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i` 'fir-- DAT E: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ el [t' 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. -y A�OREGON +((J SEQ. : 6054144 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, G +7 kb' design loads be applied to any component. and are for"dry condition"of use. //� '9j' 1 4 2V A�. TRANS I D: 407736 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 CJ c_ ess necary. ER R 50 I VA- fabrication,handling,shipment and installation of components. 7.nDesignss 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 1111111111111111111111111 TPIPA?CA in BCSI,copies of which will be furnished upon request. git coincideatwithizjoint ate in che. 9.Digits indicate size of plate in inches. MiTekUSA,InC./ConipuTruSSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(M,Tek) EXPIRES:12/31/2015 1111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(-51) 56 3-5=(-162) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C, 2.3=(-115) 79 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -85/ 447V -36/ 98H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.5" -25/ 214V 0/ OH 5.50" 0.34 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �DDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 4-11-12 0 T 3 1 2 MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.2" Allowed = 0.320" MAX TC PANEL TL DEFL = -0.050° @ 2'- 8.3" Allowed = 0.479" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.8" 6.001/ MAX HORIZ. IL DEFL = 0.000" @ 4'- 11.8" M 1.5x3 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ..A11111111111111111111111111111111111 in Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N co c,,,,_ Mai � V ppm 2�� ►/5 1 M-3x4 M-1.5x3 y y 1, 4-11-12 0-03-12 y y 1, 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - E2 5����GPN OFFS`si Scale: 0,5786 �� ”'/7/Ir Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: ��C/ 7 l -S7� E2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 �P E Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „....4441111111m, DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 /C��' 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. -j7 OREGON W SEQ. : 6054145 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, L- -1,9 N� A• design loads be applied to any component. and are for"dry condition"of use. O y 1 4 20 �-k-- TRANS I D: 407736 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 necessary. MFRRIVA-e' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII III VIII II IIITPIMIlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(Mrrek) EXPI RES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-112) 82 1-4=(-51) 55 2-4=(-161) 159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -26/ 222V -37/ 94H 5.50" 0.36 KDDF ( 625) Connector plate prefix designators: 5'- 2.0" -33/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 esf) uplift at 24 "oc snacina.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.051" @ 2'- 9.4" Allowed = 0.319" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.048" @ 2'- 7.5" Allowed = 0.479" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000° @ 4'- 10.3" 4-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.000° @ 4'- 10.3" T '' ' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 / Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 3 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Lo iii I N LO T/ O pf- 1 11."="0- ►�4 M-3x4 M-1.5x3 4-10-04 0-03-12 J., y 5-02 JOB NAME : 2610-B NH POLYGON - E3 Scale: 0.5359 �<��EGPNOFFss% ` /q/l WARNINGS: GENERAL NOTES,unless otherwise noted: �� �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 �P E Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r�r� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 14 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of ,/'�� - continuous sheathing such as plywoodsheathing(TC)eres and/or drywall(BC). M DATE 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+a L OREGON SC 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. "y �(/ SEQ. : 6054146 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, design loads be applied to any component. and are for"dry conddion"of use. /O '11- 14 �Q\ P,4 TRANS I D: 407736 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_ necessary. /(7 •R R f��1() fabrication,handling,shipment and installation of components. 7. necessary. assumes adequate drainage is provided. 1 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 VIII IN IIII VIII VIII IIII RI II I IIII TPIANrCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-151) 129 1-4=(-70) 92 2-4=(-225) 204 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 307V -52/ 132H 5.50" 0,49 KDDF ( 625) Connector plate prefix designators: 7'- 2.0" -45/ 295V 0/ OH 5.50" 0.47 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.215" @ 3'- 7.4" Allowed = 0.469" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.239" @ 3'- 7.6" Allowed = 0.703" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HOAIZ. LL DEFL = 0.001" @ 6'- 10.3" 6-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3" T f f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1111d1 in load duration factor=1.6, 12 Truss designed for wind loads 6.001/ in the plane of the truss only. c%) In v m o/- 11• ►�4 f M-3x4 M-1.5x3 6-10-04 0-03-12 ,1 y 7-02 JOB NAME : 2610-B NH POLYGON - E4 Scale: 0.5003 <45's ‘("7/7//r N OF�ss/� /9 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� '9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 2,•f E Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper /!/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „.,44//1/4.,- �i� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 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. p A_OREGON Z4 SEQ. : 6054147 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, �+< "fq 0 �{� design loads be applied to any component. and are for"dry condition"of use. Q y 7 2 AS- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes WI bearing at all supports shown.Shim or wedge if �y`_ necessary. M� Vfabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 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 II II 11111 VIII 11111 VIII III 0111111 IIII IIII 7PIMlTCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, veica or mberat non-structural (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vertical memberss (son). LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series 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. 6-10-04 0-03-12 T T T 12 6.00 V M-1.5x3 3 • .._ .._ ._ vo LO �� 1 ' 1 v m o._ , II 4 M-3x4 M-1.4 5x3 1, 7-02 ��c D PR OFFS JOB NAME : 2610-B NH POLYGON - E5 Scale: 0.5424 \�< GIN s'o WARNINGS: GENERAL NOTES,unless otherwise noted: �� v /� _v9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 =9S P E Truss: E5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction lfrill#r 2.Design assumes the top and bottom chords to be laterally braced at �_ DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Will , P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �• DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G OREGON,,b,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. : 6054148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tube used in a non-corrosive environment, 9y O 1 design loads be applied to any component. and are for"dry condbio ri of use. Q 7 1 4 2 T' TRANS I D: 407736 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 �1� �Q` fabrication,handling,shipment and installation of components. necessary. `Y/ [j R ILL P P 7.Design assumes adequate drainage is provided. �l 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 1111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide withizjoint ain che. 9.Digitssindicate size of plate ein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plateprefix designators: DL ON BOTTOM CHORD = 10.0 PSF 9 TOTAL LOAD = 42.0 PSF C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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. 4-10 4-10 11 M-4x4 2 I I 12 12 6.001/ 6.00 M 1 cY / V c. _ O //////////////////////////////////////////////////////////////////////////// �' M-3x4 M-3x4 4 y y y 9-08 1-06 JOB NAME : 2610-B NH POLYGON - F1 '<-c,ED PRCOFfiss Scale: 0.5555 i r,4? /0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� / 7 "}7` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 S P E Truss: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .err DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �ir ' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) ,/?,../..., DATE: 9/9/2014 responsibilitybuilding designer. p orPcwq shownordrywall(BC). the overall structure is the res onsibili of the 3.2x Impact bridging lateral bracingrequired where ++ Cr 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. OREGON <(/ SEQ. : 6054149fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 4, �� design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. S.Design assumes full bearing at all supports shown.Shim or wedge if /O 9 y 1 4 2O P+ TRANS I D: 407736 NIV fabrication,handling,shipment and installation of components. DesignDeasscessary. /IlER R 10- 6. 7. laesassumesadequateon edth drainageistrus,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 VIII II II III VIII IIII I III VIII I I III TPIAArrCA in BCSI,copies of which will be furnished upon request. lines indicate withizjoint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-28) 90 TC LATERAL SUPPORT <= 12"00. 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -126/ 376V -7/ 58H 5.50" 0.60 KDDF ( 625) 1'- 10.9" -145/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0° Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.009° @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.028' @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.202" @ 5'- 10.2" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 r; system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ Ofo co o/- ✓ - - o/- O 2 7C4 M-3x4 y ), 1, 1-06 (PROVIDE FULL BEARING;Jts:2,3,4/ 10-00 JOB NAME : 2610-B NH POLYGON - J1 ��p.EGPNOFF�,`9 Scale: 0.5997 X7/7 02 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 J 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !923I P E Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `fir �I�� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q.DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON //''• /t 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. -7 `s.l S E Q. : 6054150 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, G- .'7,91' ONb` design loads be applied to any component. and are for"dry condition"of use. O 14 2 "'-- TRANS I D: 407736 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 Q NI fabrication,handling,shipment and installation of components. necessary. M� t P 7.Designlaesassumes adequate ne drainageh iso truss, R R I�- 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII II II VIII VIII(III IIII II I IIIITPIMrrCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint centertein lines. 9. Diesindicate s ocsize of cin lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 71 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 442V -15/ 88H 5.50" 0.71 KDDF ( 625) 3'- 10.9" -191/ 167V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 84V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200° MAX TC PANEL LL DEFL = -0.010" @ 2'- 3.7" Allowed = 0.246" MAX TC PANEL TL DEFL = -0.039" @ 2'- 0.7" Allowed = 0.369" MAX BC PANEL LL DEFL = 0.032" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.259° @ 5'- 5.8" Allowed = 0.600° MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19'k at time of manufacture. Design conforms to main windforce-resisting 3-11-11 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 I v 0 N C,) o, .d- at � ><4 1 M-3x4 ) y 1-06 'PROVIDE FULL BEARING:Jts:2,3,41 10-00 ,n OJOB NAME : 2610-B NH POLYGON - J2 Co<C1. Scale: 0.4872 h7rn WARNINGS: GENERAL NOTES,unless otherwise noted: �� -91--- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual PE Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Alle, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l-r �� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -Ili Cr DATE: 9/9/2014 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. -9 OREGON 40 SEQ. : 6054151 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, G� 1,1 OREGON O�� and are for"dry condition"of use. -7 y' design loads be applieds to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if la, 2 A.P TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6. RIO_ 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 III I VIII VIII VIII VIII I III I III II'III TPIM?CA in BCS',copies of which will be furnished uponrequest. Digitsgit coincide withizjointacenter lines. 9.linesindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-92) 86 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 508V -22/ 119H 5.50° 0.81 KDDF ( 625) 5'- 10.9" -176/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0° 0/ 93V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psfl uplift at 24 "xc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000° @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL LL DEFL = -0.062" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.346" @ 5'- 1.4" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10,9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" NOTE:Design assumes moisture content does 5-11-11 not exceed 1996 at time of manufacture. f ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00)7 -" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. •,i- c, V) cry o� v ilhi c.,,_ =�4 -/ 1 M-3x4 y y ), 1-06 (PROVIDE FULL BEARING:Jts:2,3,41 10-00 OFts JOB NAME : 2610-B NH POLYGON - J3 c�, ,.GINE-, 04 Scale: 0.4872 \ �L?77 -/r 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 J`r 7, -7.7: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual +•P E Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L•�4111001111""-� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r�. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rM �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. -37 OREGON 1(j SEQ. : 6054152 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, .. "$7�r ON �b and are for"dry condition"of use. -7 y design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, rL TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessary. �y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41�R R 1,.,.\'' 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 II I I VIII I I VIII VIII I I II(III TPIM/rCA in BCS(,copies of which will be famished upon request. git coincide withzjoint centerche. 9.Digits indsize of plate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 HMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(-167) 267 3-5=(-310) 193 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-368) 172 WEBS: 2x4 KDDF STAND 3-4=( -5B) 27 LOADING TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°0C, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -87/ 598V -30/ 151H 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9° -90/ 68V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 10'- 0.0" -3/ 256V 0/ OH 5.50" 0.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series 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 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013° @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.006" @ 5'- 2.5" Allowed = 0.370° MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX BC PANEL TL DEFL = -0.414" @ 5'- 0.9' Allowed = 0.589" 7-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 8.3" MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3" 12 10-1.5x3,64 -1.5x3 NOTE:Design assumes moisture content does 6.00 D not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� load duration factor=1.6, Truss designed for wind loads .- in the plane of the truss only. 0 .4- co co o� crIp 0 =� ..--:..:..---:...A5 1 M-3x4 M-1.5x3 y y y 1-06 [PROVIDE FULL BEARING;Jts:2,4,5] 10-00 JOB NAME : 2610-B NH POLYGON - J4 c,'��'�t�GI�NOFeSO Scale: 0.4872 t {c Q WARNINGS: GENERAL NOTES,unless otherwise noted: Ct.,,, ` /�' _v-2, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 S/P E Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper /J/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ale 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r�r DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �ir�� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /?_110 n. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it, (� 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. -y OREGON ii.,S E Qy design loads be applied to any component. and are for"dry condition"of use. /O 9 y 14 2. -`- As TRANS I D: 407736 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 fabrication,handling,shipment and installation of components. ne Design cessary. M`�R R I t-k 7. laesassumes adequateedodrainagehcistrusprovided.s, f-f 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of and placed so their center II III VIII IIIIIIII III I III I II IIII TPI VViCA in BCSI,copies of which will be furnished upon request. lines coincideialwith joint ate in che. 9. Digits indicate size of plate in inches. MiTek USA,InC./Compulruus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 III II II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -123/ 429V -7/ 58H 5.50" 0.69 KDDF ( 625) 1'- 9.2° -70/ 42V 0/ OH 5.50° 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -22/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0° Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1° Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.067" T T MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.001/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 C M O/- V E. O� 2 411110- M-3x4 y 1, ), 1-06 2-00 [PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 2610-6 NH POLYGON - SJ1 Scale: 0.6958 _6- ''':' NE- iq 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� '9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 PE Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /; `is' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d " DATE: 9/9/2014 pcin her s rywan(Bc>. 40 1�r� the overall structure is the responsibility of the building designer. 3.Installation Impact bridging or lateral bracing required where shown++ OREGON J /� 4.No load should be applied to any component until after all bracing and 4. of truss is the responsibility of the respective contractor. 5x YJ SE:Q° : 6054155 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, 4- "if 1' O\ 4, and are for"dry condition"of use. r design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2 P TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessary. Mfi 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - R R I{.y 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 11111111111111111111111 TPIMlTCA in BCSI,copies of which will be furnished upon request. git coincideiindicate withizjointain inches.9.Digits indicate size of plate in inches. MiTek USA,1nC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. 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 SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -115/ 440V -15/ 88H 5.50" 0.70 KDDF ( 625) 1'- 9.2" -52/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7° -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �QQND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.001/ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3,6" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.1" Allowed = 0.369" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 0NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0A- o� 2 4 r 1 M-3x4 1-06 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME : 2610-B NH POLYGON - SJ2 ,s`c1'ED PN���CCC�cccF����ssi0 Scale: 0.7754 j-I 'C'7/7///7 2 WARNINGS: GENERAL NOTES,unless otherwise noted: CZ- -9r SJ2 n 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual P E Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rr�r DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �s is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �°r-- DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ + OREGON 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. 77 /4/ SEQ. : 6054156 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, �-Q•i 2.0\ ,A. design loads be applied to any component. and are for"dry condition"of use. 4 A�- TRANS I D: 407736 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 `_ 191, fabrication,handling,shipment and installation of components. Dnesign . MLS^R 1 7.Plates assumes adequate hdrainage iso truss, CC J'f l- 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 IIII 11111 1110 I VIII 0111 IIII IIII ill TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111E IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-104) 47 TC LATERAL SUPPORT 4= 12°0C. UON. LOADING BC LATERAL SUPPORT 4= 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: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -95/ 431V -22/ 119H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013° @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.003° @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 12 6.00� 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Tx- load duration factor=1.6, C3 Truss designed for wind loads (:, in the plane of the truss only. c,, c,,,- ,I- /-4o Ei o� 2► 4�� M-3x4 ) ) ) y 1-06 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 pR JOB NAME : 2610-B NH POLYGON - SJ3 c,����GPN OFF`r6'1 Scale: 0.6290 0� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t9211 P E Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _r �I� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). et 4.: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. 1k �(/ SEQ. : 6054157 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, �1 design loads be applied to any component. and are for"dry condition"of use. -574- 41 y i 4 2� A^V� TRANS I D: 407736 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 f�`- fabrication,handling,shipment and installation of components. Desigsary. ��n I�� V 7.Design assumes adequate drainage is provided. rl 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 (IIII(IIII(IIII IIII(IIII IIII IIII IIII IIII TPI/WfCA in SCSI,copies of which will be furnished upon request. git coincide with joint ain che. 9. Digitstedsize of plate ein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 63 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 374V -30/ 151H 5.50" 0.60 KDDF ( 625) 1'- 9.2" -111/ 291V 0/ OH 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 193V 0/ OH 1.50" 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006° @ 1'- 0.1° Allowed = 0.050" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1° Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" i 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 0 Design conforms to main windforce-resisting , system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. -1- c., ,i- c",)M O/- ,r ATI O•" O 4�� M-3x4 y y y y 1-06 2-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-6 NH POLYGON - SJ4 -<(-1 PR�FFS Scale: 0.5260 (t l S�Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� l t/7 7' -9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1,9 23S P E Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I „,..0441111p,- - DATE: 9/9/2014 responsibilitybuilding designer. Impactbridging or plywood required where s shownor drywall(BC. Cr the overall structure is the res onsibilit of the 3.2x brid in lateral bracing re wired where ++ ) 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. 17/, OREGON b, SEQ. : 6054158 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 I D: 407736 design loads be applied to any component. and are for"dry condition" use. PP wedge / �Y .0 A 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if 14, �`_ fabrication,handling,shipment and installation of components. necessary. iii R RIO- 7.Design assumes adequate drainage is provided. 1- 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 11111111111111111111 TPI WTCA in SCSI,copies of which will be furnished upon request. git coincideatwithzjointanr lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-290_UP_H Fax916/676-1909 2610 BC The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684373 thru R42684384 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. D PRok-e. mac;, �NGl N E4 ©2 ' ' 87 2PE 's'r' c 1 , Jtv y4;,, OREGON ti© -YC' 448ER 11, �© QS A. HeP EXPIRES:06/30/2015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 2610 BC R42684373 PL13-290 UP H F01 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:38 2014 Page 1 ID:_egh?ek1 pl OgFEQgnUal oSyJt2m-xz31NiD3wNn_Oyv15i5aF?3Xj?yGp7nF6fznNMykJbR I 2-6-0I f-1 1 1-2-0 1 1 0-11-6 1 I 1-2-0 I I 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4 = 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e e N 4440101- - 441144, , N e e e e e 1 17 16 15 14 13 12 "- 3x4 = 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I • 8-2-4 8-2.4 0-1 8-}}2 19-5-120-7-0 I 13-3-12 3-10-0 1p-10-18-10-1211 I 0-7-0 0-7-0 16-9-12 2-4-0 1 0-7-0 Plate Offsets(X,Y): (6:0-1-8,Edge),18:0-1-8,Edge),19:0-1-8,Edgel,[16:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Weft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2547/0,3-4=-2547/0,45=2895/0,5-6=-2895/0,6-7=2851/0,7-8=2851/0,8-9=1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=1680/0,2-17=0/1069,4-17=-415/0,4-16=-302/0,8-14=0/1312,7-14=294/0, 6-14=-352/0,9-11=1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard ti'?'Eo PRQ Fss '4417 Q 870 2PE yT�A> OREGO ti 1t i ©`S A- HE �' EXPIRES:06130/2015 August 25,2014 1 I ®WA/W!MI-VerffydtTFgn raramersrs a.d READ WITS OM THIS AND€NCUZE0 MITEKRREFERENCE MME MT 7 473 res 1 2512014 DErmEtIS€ x _ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �/ A is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTele erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quaily Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern (SP)lumber it tmesteitte,the ufsscorego.are, OEeffe e06/01/20s8tsyAktC Job Truss Truss Type Qty Ply 2610 BC R42684374 PL13-290 UP H F02 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh?eklplOciFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbmgPMtYcgOLJiKwoykJbQ 1 1-0.0 I F 11-2-0 I I 1-9 I I 1-9-0 11 1-2-0 11 1-4-4 11 1-6-0 1 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • • • ee e e a e - .E 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8 = 3x4= 9-5-12 14-5-12 I 8-3-12 ¶10-121 I 13-3-12 1.-10-1 I 19-2-8 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(XX): F10:0-1-8,Edgel,F12:0-1-8,Edge),113:0-1-8,Edge),f23:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lint) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Ina YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,34=-1522/0,4-5=2658/0,5-6=2658/0,6-7=-3409/0,7-8=3409/0, 8-9=3795/0,9-10=3795/0,10-11=3782/0,11-12=3782/0,12-13=3057/0, 13-14=2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=1135/0,2-26=0/997,4-26=858/0, 4-25=0/732,6-25=587/0,6-24=0/465,8-24=391/0,8-23=0/493,12-21=0/929, 11-21=-270/0,10-21=-107/281,15-17=1396/0,15-18=0/1086,13-18=-1239/0 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c+Rkx-� PR���ss LOAD CASE(S) Standard \ l�,�G)Ni9 le 87022PE r" y �"ti,),GREG•N gq��/ � BE'R .0 4 C?s A. HO; EXPIRES:06/30/2015 August 25,2014 4 3 I ®yrARRZM33-Verify deggn ruamefsrs andldr"AD MIS C11MIS AM)7SC U1.I£fi H17£Y REFERENT PAGE HU 7473 ret 1/25/2014 BEMUSE and is for an individual buildingcomponent. Designis valid for useeonly rah et ek connectors.i Thiscdesigntiis basedfonlyuponparameterssposhown, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members-only.Additional temporary bracing to insure stability during construction is the responsibility of the !Ariel(' erector.Additional permanent bracing of the overall structure in the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuaHy Galeria,DSS-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informatlon available horn Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ittasachern Pine OP)lumber is specified,the teedge asatsxax are.theseerfeetive 06/03/202.3 byA SC Job Truss Truss Type Qty Ply 2610 6C R42684375 PL13-290_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr8PV YjiOLJiKwoykJbQ I 1-3-15 --1 I 1-2-0 1 1 0-5-1 1 2-6.0 I Scale=1:11.4 3x4 = 1 1.5x3 II 2 3 1.5x3 II 4 3x4 = 5 1.5x3 II _ay la . e / ........... 1 / 0 N e e ,k 7 e 1.5x3 II 3x4= 9 8 7 6 3x4= 3x4= I 1-6-15 I 2-1-15 1 2-8-15 2110- 5-11-0 I 1.6.15 0-7-0 0-7-0 0-1 3-0-9 Plate Offsets(XX): [2:0-1-8,Edgel,[7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=255/Mechanical,6=255/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-317/0,3-4=-317/0 BOT CHORD 8-9=0/317,7-8=0/317,6-7=0/390 WEBS 2-9=-391/0,4-6=-421/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard cvs PROF, ss �\� <�GINEfiR p9 2 870 2PE , <' N 7 "0,,,, OREGON ea , ©<U k HEAP EXPIRES:06/30/2015 August 25,2014 1 it ®WARfilm-Veer desisaap rainsrsaxriREAZIICTESCHMISANDL5/2E/LEDNITS'REFERENCEP G MIT 7473;ce1,/Z5/2514MR)REMISE Design valid for use only with Milek connectors-This design is based only upon parameters shown,and is for an individual building component. ., Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown El is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MI erecta.Additional permanent bracing of the overall structure is TPr k` the responsibility of the building designer.For general guidance regarding 1 -. fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Qualfy Criteria,058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 Ii Southern Pine{SP)lumber is specified„the design aatues are thole etfestiva 05/0112010 byA1.SC Job Truss Truss Type Qty Ply 2610 BC R42684376 PL13-290_UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:40 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-uLBVoOFJS_11FF3hC782KQ8?NpsoHBhYazSuSEykJbP I 2-2-4 I 1 3x4= 2 1.54 II Scale=1:8.8 L 0 N r } < .?%. . --I/6 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard ,ii, PROpe6, co �.NGI N �9 444 s/0 4 87022PE r / 7 "0.,, °REGO nn',t4/ 1O 4M,BER \ 0t9A. HEAP EXPIRES:06/30/2015 August 25,2014 , r ®i€Fsfil.'-Ver:fydesiprasaamrrsso4REAPMIS OHTHUANL INCLUDED HELEN FiEFEF.EfiMEPAGE HIT 7473set//29/201 3FOREi Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. M• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - - �� �'`R- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quatly Crileda,DSB-89 and!SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ttSauuthern Pine OOP)lumber is cie ,me assign virtues are oa oc./oa faoas t�yAMhC Job Truss Truss Type Qty Ply 2610 BC R42684377 PL13290_UP_H Fos Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7A30 5 Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:41 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-MXItOkGxCIAZtPetmgfHteg5?C2VOTBhocBR_hykJbO I 1-0-0 I l i 1 1-2-0 ii 1-5-8 I I.._ 2-0-0 ii 1-2-0 I I 2-3-8 I 2-6-0 I Scale=1:33.2 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e e -11 1:1124 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 8110-121 I 13-3-12 1.-10-1{ 1 19-6-4 I 8-342 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): 110:0-1-8,Edge),(12:0-1.8,Edge),117:0-1-8,Edge),121:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1550/0,3-4=1550/0,4-55=2714/0,5-6=2714/0,6-7=-3493/0,7-8=3493/0, 8-9=3907/0,9-10=3907/0,10-11=3977/0,11-12=3977/0,12-13=3210/0, 13-14=3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=285/0,12-18=260/0,13-17=-396/0,2-25=1155/0,2-24=0/1016,4-24=-878/0, 423=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=290/0,10-19=9/349,14-16=-2002/0,14-17=0/1482 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)16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 <� PRS be attached to walls at their outer ends or restrained by other means. tp OF LOAD CASE(S) Standard Co 2 ��O1NE 1 X029 87022PE N r� 17 � Ni -0,OREG N tib O4., �O 0k-41.SER 4\ .4 A- HE. EXPIRES:06/30/2015 August 25,2014 4 l ®WAkNTM)-Verily deu((aparanre€srsasjREAD a' TTS ONTHIS ANG7M IED N1TEK/SEFEREMCEPAGE MIT 7413car,1/2/20108RORE(I6E Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ,A'T �A erector.Additional permanent bracing-of the overall structure is the responsibility of the building designer.For general guidance regarding [MI 1 - . fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 QuaSly Criteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 135outheretrine 11531 luineeris spreriAesd,theutesigtr satires ane:tlraseeftevtrue 06/01/24113 by MSC 1 Job Truss Truss Type Qty Ply 2610 BC R42684378 PL13-290_UP_H F06 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-qkJGD3GazcIQUZD3KYAWQrDG?cNUIzTr1Gx W7ykJbN 1 1-0-0 1 fell 1-2-0 I I 1-8-8 I I 1-90 -II 1-7-0 11 1-5-8 11 1-0-0 I 1-6-0 1 Scale=1:32.9 4x4= 3x4 = 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • e . Aeo . 1441441%10- e -,°°°°°fr .4141444141%- .2 1N e 26 25 24 23 22 21 20 19 18 17 3x4 = 4x5 = 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 9-10-121 1 13-3-12 1?-10-9 1 19-3-12 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edgel,112:0-1-8,Edge),(13:0-1-8,Edge),F23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 OF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1531/0,3-4=1531/0,4-5=-2676/0,5-6=-2676/0,6-7=-3437/0,7-8=-3437/0, 8-9=3834/0,9-10=3834/0,10-11=3833/0,11-12=3833/0,12-13=3115/0, 13-14=2080/0,14-15=2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=281/0,13-19=0/312,2-27=1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=-397/0,8-23=0/502,12-21=0/925, 11-21=271/0,10-21=97/292,15-17=-1403/0,15-18=0/1097,13-18=-1261/0 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 � � PR��� be attached to walls at their outer ends or restrained by other means. E LOAD CASE(S) Standard �1'iNG) EI`➢" f© 1 'CC8 2PE /9` (1)cl, „ ^ ty ,o 0 y� REDO ti o M8 4 ER 4S A HEP EXPIRES:06/30/2015 I August 25,2014 4 8 ®W6J((NTMS-V&lydesign,:aromlrrsaidREALNTESCNTHISANSZi'1ULEDMITEKTssEFETsI PAGE NII 113 rex.1/28/2L'4BEC74£USEl Design valid for use only with Mtfek connectors.This design is based only upon parameters shown,and is for an individual building component. Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ■ --is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the - MINI-AeR� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - 1 fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/fP11 Qualify Criteria,058-89 and ICS!Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 8 South Pine(SP)lumber is s7sari bad,the mattes are there affeictiva oe/03,{2£11.3 by MSC Job Truss Truss Type Qty Ply 2610 BC R42684379 PL13-290_UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-qkJGD3GazcIQUZD3KYAWQrDLNcVO13Dr1Gx W7ykJbN 0-9-12 I I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II 0 0 0 N N e/ e 1= 7 6 1.5x3 II 3x4= 6-2-4 6-2-4 LOADING(ps1) SPACING 1-7-3 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 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. LOAD CASE(S) Standard ��c.O PRQFess % �'tlVE� /09 2 87022P- A S OR GON rL��~ �-' �'�.8ER 1� SA HST' EXPIRES:06/30/2015 August 25,2014 � t I&4FIN7M-Verity design raraasrersand READ NDTFSC7/TIES AK MCELSED MUM ts F_°Fi7f PAGE HIT 7473 ret,t/29/2tTPdBEVREdISE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. 1 Applicabitly of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ��B erector.Additional permanent bracing of the overall structure is the responsibilityIiFB ity of the building designer.For general guidance regarding fIGk fabrication,quality control storage,defvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Carus Heights,CA,95610 IfS:autharn Pim(SP)hnnfaae is spec:Meet the dasign.:smrues me thrum effectlue 06/61/2013 by ALSG • Job Truss Truss Type Qty Ply 2610 BC R42684380 PL13-290 UP H F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 �7ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 1 1-0-0 1 r-ls-II 1-2-0 II 1-8-8 II 1-9-0 II 1-2-0 II 1-5-8 II 180 I 1-6.0 I Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 /\ / N:/ N:/\ n A. 2 26 25 24 23 22 21 20 19 18 17 3x4= - 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 I 8-3-0 8-10-019-5-01 13-3-0 1310-9 I 193-0 8-3-0 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): 110:0-1-8,Edge],112:0-1 8,Edgel,113:0-1-8,Edge],123:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Ina YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Harz 27=2601(LC 1),17=-2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1525/0,3-4=1525/0,4-55=2663/0,5-6=-2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=3816/0,9-10=3816/0,10-11=3806/0,11-12=3806/0,12-13-3114/0, 13-14=2070/0,14-15=2070/0 BOT CHORD 26-27-1776/0,25-26=64710,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=-1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=1155/0,2-26=0/980,4-26=884/0, 4-25=0/711,6-25=612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=264/0,10-21-106/282,15-17=1412/0,15-18=0/1076,13-18=-1269/0 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)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ��Ep PR OF . 6)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 Ca'` CS' be attached to walls at their outer ends or restrained by other means. �tkGI N E4 4, o. LOAD CASE(S) Standard �� 8 s 2PE /f -7 N j ,- N �'oj, OREGO ti� O SEA \\ '© EXPIRES:06/3012015 August 25,2014 4 8 ®WARP/IV3-Verify&tip paramemts aad REAL ACES ON MIS AM ThatEED 14I7EK REFEFENCE PACS M.11.7473 me 1125/2/I08E4 REUSE: Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11111 , Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown - - - -is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding MiTek. fabrication,quality control,storage.delivery,erection and bracing,consu0 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bonding Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Cams Heights,CA,95610 It Srunthern Pine(sr)lianbevis spedfl1Ld,tile design..Lmftresmo +oce eft-votive Ofilei,t219S3 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684381 PL13-290_UP H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 ID_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-m6Q0eIIgVDY8ktNSRzC_VGIhsQBuDzo8VaQ5b?ykJbL I a I I 2-6-0 I Scale=1:11.6 1 3x4 = 21.5x3 II 3 3x4= 41.5x3 II • • 0 3x6= 7 6 1.5x3 II 3x4= 6-0-12 I 6-0-12 LOADING(psi') SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=-435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard (<51/4£Q PR oress co- �G(N�e lo�9C 87022PE "0T OREGsN tid alt C 48ER 19 A HERS EXPIRES:06/30/2015 August 25,2014 ISARNIM3-Ve tydesignpararmCrssodRREADf 1FS0s11714ISAND74C2€PEDhfITEKREFERENCEPACEMI77473rec1,'28/2414BERD8EffSE Design valid for use only with Mild(connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the _ M-Tek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - - 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quay Criteria,008-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 NFS utlxexa pine 1sP)lathef is specificid,the afecigansu•s arethose ettfiesthes 551/24513 by MSC I Job Truss Truss Type Qty Ply 2610 BC R42684382 PL13-290_UP H F10 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:45 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-EJ Or5JSGXg?MOye?gjDlUrj_gO?yGbHjE9f7SykJbK 1 1-0-0 1 0-11-4 ii 1-2-0 ii 1-9-0 I I 1-8-8 ii 1-2-0 Irt=et121 11-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4 = 3x4= 3x4= 3x4= 3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 \ l'I I \-e e 2' 26 25 24 23 22 21 20 19 18 T( 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= I 2-2-4 12-9-413-4-41 7-2-4 17-9-411 19.8-0 I 2-2-4 0-7-0 0.7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): 14:0-1-8,Edgel,16:0-1-8,Edgel,(7:0-1-8,Edge],126:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,4-5=3238/0,5-6=3238/0,6-7=-3797/0,7-8=4014/0, 8-9=-4014/0,9-10=3872/0,10-11=3872/0,11-12=3166/0,12-13=3166/0, 13-14=1879/0,14-15=1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=754/0,4-25=379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=537/0,2-27=1200/0, 2-26=0/1554,11-20=0/365,8-21=258/0,7-21=0/611 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)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/-PI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,,,v PR aper, LOAD CASE(S) Standard �Co NGINE�' "� 870 2PE �r f N y SAT OREGON ti�,.,4N 0 8EFi 1\ - A,. HER EXPIRES:06/30/2015 August 25,2014 t ®G1'ARN1M3-Ve/f design paratnewrs sAd READ J 7;:SON7FMISAM NCLOP/DMI#F,KR€FERNCEPAGEP4117473rce1,129/26+24t€La' 'f Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component.• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M�Tek` erector.Additional permanent bracing of the overall structure is the responsibility of the building'designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights,CA,95610 If Southern Sine ISPOurinsierr is specified,theftesigrt values are those effective 064011.201.5 by MSC r , Job Truss Truss Type Qty Ply 2610 BC R42684383 PL13-290_UP H F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-iN/Ym3RJ41goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ I 2-6-0 I 9-5-411 1-2-0 11 0-11-8 1 1 1-2-0 11 1-11-4 I Scale=1:26.3 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 • • • N / 7. \ _N. N o- e e a e e 1. 17 16 15 14 13 12 i 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8- 11 p-5-121 13-3-12 1p-lo-iz 1 16-8-0 I 6-2-4 0-11 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): f6:0-1-8,Edgef,f8:0-1-8,Edge),f9:0-1-8,Edgef,f16:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2516/0,3.4=2516/0,4-5=-2841/0,5-6=2841/0,6-7=-2786/0,7-8=-2786/0,8-9=1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=327/0,9-12=0/357,2-18=1664/0,2-17=0/1052,4-17=-397/0,4-16=310/0,8-14=0/1322,7-14=29010, 6-14=-361/0,9-11=1785/0 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)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Ep PR opF ..-,(c-?' SA, co- 4NGIN "1 f0* ct 87022P� <' a y �AX, AGONti�,gIF CIOM8E14 \ SA. HER EXPIRES:06/30/2015 August 25,2014 a 1 ®WAfcfd7:V3-Verrifydesign racametGrsand READ MISCYTHIS AM1M2(IDESMTV(PEFEItE'M PAGE 141r 7673 mt I/251201i WORE t}SE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabifty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the T ekf erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTel( fabrication,quality control,storage,delivery.erection and bracing.consult ANSI/TPII Qua ly Crifeda,DS8-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sesthtm Wine I' lwater is spesifllett„rise desl$en segues ane Rime elfacenhe 06,01/201.5 byALEC 7 Job Truss Truss Type Qty Ply 2610 BC R42684384 PL13-290 UP H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOObDsXhsyQyuvCfuykJbJ I 2-6-0 1-9-11 I I 1-2-0 110.5-5 1 Scale=1:16.8 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 i ,i ''''''''r'-'-'''''''''''''",.- -‘. 4 -1) se e e 1J 9 8 3x4 = 7 CCCIILXXX\\1 3x4 = 3x4= 3x4= I 4-5-3 41-11 5-1-11 1 5-8-11 5-11073 8-11-0 I 4-5-3 0-1 0-7-0 0-7-0 0-1-8 3-0-13 Plate Offsets(X,Y): f8:0-1.8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=387/0-2-8 (min.0-1-8),7=387/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-797/0,3-4=797/0,4-5=-797/0 BOT CHORD 9-10=0/705,8-9=0/797,7-8=0/726 WEBS 2-10=-761/0,5-7=-784/0,5-8=18/324 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 2� 2'9 $7022PE r 0 , N 5. 7 ^6.). OREG N cl, ,,,l/ �O fi48ER \\ ©S A. HRP EXPIRES:06/30/2015 August 25,2014 tt A IMP,NMS-Ver.'fydes.gsrarar0etcrsursdRFhlN2S75ON3FFISANS7NCtt%EDMIMICREFERENCEmaMii7473rex1, .f 2fl/20Sd8L fllSE Y Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ��6 _ T is for lateral support of individual web members only.Additional temporary bracing to insure stability lity during construction is the responsibility of the MiTek'�* erector.Additional permanent bracing of the overall structure is the respc IYI iibility of the building designer.For general guidance regarding 1 -` fabrication,quality control storage.delvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DS8.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tlSaaxtsern Pine(SP)turebee isepec rid,the rriedgri sretues arethese mifective 0/01/2013 byAISC Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a I I (Drawings not to scale) Damage or PersonalInjury offsets are indicated. g � ry rjj.r Dimensions are in ft-in-sixteenths. •11‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onalorX-bracin dia TOP CHORDS 9 g,is always required. See SCSI. �� 2. Truss bracing must be designed by an engineer.For 0-1116" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 31111NIUM ialppXriiiop p bracing should be considered. ill_ Illor 3. Never exceed the design loading shown and never dstack materials on inadequately braced trusses. O designer,er,erectionde copies of this su truss ervisor,progn to erfhe ll ng ownerrand For 4 x 2 orientation,locate BOTTOM CHORDS cs a 4 rall other interested parties. p p y plates 0-14.4'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT, 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. or PLATE SIZE PRODUCT CODE APPROVALS 9. useUnless with fire retardannotet,preserv,this ative iive treaten is not d,or greplicableen lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that * Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if Indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. ..."-- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates oint ® ( number where bearings occur. j17.Install and load vertically unless indicated otherwise. X Min size shown is for crushing only. 10 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 Plate Connected Wood Truss Construction. 19.Review all pof jfront ,and pictures)before use.thisdesign Reviewing picturesbackalonewords is not sufficient.ortions DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, M jhIeI(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