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C II 61'-31/2" 1 2 inN H in g I 10'-0' I ' CONFORMS TO DESIGN CONCEPT A. 0CONFORMS TO DESIGN CONCEPT ® 1047 SET BACKCONFORMS TO DESIGN CONCEPT WITH 111CONFORMS TO DESIGN CONCEPT WITH g VERIFY 0 REVISIONS NOTED REVISIONS AS SHOWN 3 0 NON-CONFORMING—REVISE&RESUBMIT 111NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE O WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE B FABRICATOR/VENDOR OF RESPONSIBII ITY FOR CONFORMANCE WITH DESIGN c DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE $ cr 2 PRIORIr,OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY I' Dy, Alexia Fukui Date_9/22/14 _ OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. gC CID 5' N MILRRANDT ARCHITECTS By: Todd R. Eaton Date: September 19. 2014 "` Nit § CT ENGINEERING INC P,, -t, c a mc;? T.V06 a AO O--Ir-0 Ei ; a Z.... 0 m o CO - Z 10'-0'SET BACK 'm z 13 Z Z c = O * VERIFY 0 F 101-0' - 2. 0 0 Z43 61'4112' x T�112' I 3T-6' I 16'-6' Li coo < I r-r o2 < 3 —% � j Es ' , ggg z 4 \ J y _ c N nn 9 _ ti r _m 1 i ' al m 2 2 2 j m .. c. \ i N ~ N 6 N ~ DI is's r to o a � 1 p ,o p a ii� p 852 41z2 \ A nx ,;• 1� p , v N TyyZ Z §,(y� 2 7 �p Z r� s - ♦ Ir W / ns y zmpZo% o ' W / 4 o�9Enorkz�A2$ , < ko Cc y Fi m fl 7— 414 tis ar go alij ABY. 51/2' 5.31/2' I 39'-0' I 18'-0. 6' c B 6V-3 1/2' 2 Vt 56 in CONFORMS TO DESIGN CONCEPT E] CONFORMS TO DESIGN CONCEPT WITH ® REVISIONS AS SHOWN 3. n NON-CONFORMING-REVISE AND RESUBMIT m THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE r 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE v FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 0 `4 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY b OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. Y« 111111 3 P By: Todd R. Eaton Date: September 19, 2014 c -Z111.111 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 TPIIWTCA 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). ,to PRopp, . itHlj 441 .. M il dir v ,1 10/ f F ° _ o E EXPIRES WO/I 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF q1&BTA SPACED 24.0. O.C. 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 system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=21.3ft, TCOL=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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable 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. 8-06 8-06 HM-4x4 3 NI 12 6.00 17 12 Q 6.00 en 4 M V 0 0 M-3x4 M-3x4 1-06 17-00 1-06 __co P R OFSs, JOB NAME : 2610-6 NH POLYGON - Al Scale: 0.4458 `�� se WARNINGS: GENERAL NOTES,unless otherwise noted: CC.44 A-r�� t- /1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 792e..PL C' building component.Applicability of design parameters and proper Truss: A 1 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. f 2.2x4 compression web bracing must be Installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabiity during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �„1,,�. - + DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). 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/ 4.No load should be applied to any component until after all bracing and 4.InstaHation of truss is the responsibility of the respective contractor. q OREGON t/ SEQ. : 6054134 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� ',7, Q.� SA.�.. design loads be applied to any component. and are for"dry hill bearing o/use Q y 4 2. T TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if �p �Q fabrication,handing,shipment end Installation of components. Design asscessary. R R`t. P P 7.Design assumes adequate drainage Is truss, +l n 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 1111111111011111 TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint ain inches.9.Digits o ncide size oplate ein lines. MITek USA,IDC./COrI1pUTrus 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 IIIIIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.7=(-238) 903 3.7=(-268) 212 BC: 2x4 KDDF R1&BTA SPACED 24.0" O.C. 2.3=(-1088 302 7.6= ) ( - ) WEBS: 2x4 KDDF STAND ) (•227 907 7.4= 75 456 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. VON. 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 spacino.I 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' '1 ' I 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. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria.p IIM-4x4 6.00 4.0" Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 F (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -1, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1. M-1.5x3 M-1.5x3 O M O _ - f O p 7 - 6 M-3x4 M-3x8 M-3x4 1, y 8-06 8-06 y y 1-06 17-00 JOB NAME : 2610-B NH POLYGON - A2 , ,,. ROFF/s Scale: 0.3533 { 7 + cS/3 1 3 WARNINGS: GENERAL NOTES,unless otherwise noted: 4./ n � . 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 4C' ^� ®P E, � Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, incorporation of component Is the responsibility of the building designer. '-P' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,as�> D E S. 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 !� #�is.• DATE: 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall BC). Cts the overall structure is the of the 3.2x Impact bridging or lateral bradng where shown++ w! 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. : 6054135 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'L �f 2 \���l(/ design loads be applied to any component. and ere for"dry condition"of use. /ri -7 Q 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 O 14 t�, fabrication,handling,shipment and installation of components. 7.necessary. provided.s R I 4fe1 �`• 6.This design Is furnished subject to the limitations set forth by 8.Platesshallbe located assumes uoneboth facese of of truss,and placed so their center rl 4.4 I IIIIII VIII VIII VIII VIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coindde with joint center lines.9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e6(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 M18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 KDDF N16BTR SPACED 24.0" O.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 BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIOS -153/ACTIONS IONS -76/ IONS ONS SIZE" 1.44ZE N KDDF( PECIES) ** For hanger specs. - See approved plans Connector plate no ix 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,C18,CN18 (or no pprefix) = 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -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 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" f T T ' f NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 177 HM-4x4 a 6.00 Design conforms to main windforce-resisting 4 system and components and cladding criteria. _ _ 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, 1. Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 M-3x4 ry r____4ov M-3x4 M a o o 'Ig 7M 5x6 M-3x8 M 5x69 �' ,1 o 0 1 0 - 2.75 $ 2X WEDGE 2.75c.- 12 .75 -12 W/(2) M-3X4 TYP. 12 y ; y y 2-05-08 5-10-12 6-02-04 2-05-08 1-06 2-05-08 12-01 2-05-08 ), y y 1-06 17-00 Q`tD PR OPes JOB NAME : 2610-B NH POLYGON - A3Scale: 0.3242 c.\ o WARNINGS: GENERAL NOTES,unless otherwise noted: ( 792. p 7 A P ' 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. and Warnings before construction commences. building component.Applicability of design parameters and proper ..r Truss: A3Incorporation of component is the responsibility of the building designer. 2.Ad compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,aa� 3.Additional temporary bracing to insure stability during construction 4'o.c.and at 10'o.c.respectively unless braced throughout their Ian th by ,wprr, 4/0100 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"-119 cc DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ �` OREGON SEQ. : 6054136 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. b fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ��11 �.y ��� design loads be applied to any component, and are for"dry condition"of use. �� "7.}� 1 4 fl TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesignee assumes full beating at au supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. ry p p l 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locategd on both faces of truss,and placed so their center � 4 IIIIII NMI 11111 VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. 9./ines coincide with Digits indicate sizeofplate tnt erinches. 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 1111IIIIII 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 /16BTR 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 N16BTR 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 TC 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 BAG REQUIRED BAG 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"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9 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. Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.008' @ 9'- 10.3' MAX HORIZ. TL DEFL = 0.014' @ 9'- 10.3' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc N,M2OHS,MI8HS,M16 = MiTek MT series 8-10-03 1-01-13 NOTE:Design assumes moisture content does f f f not exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting - - f , system and components and cladding criteria. 12 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8 load duration factor=1.6, 4 Truss designed for wind loads *'NIM in the plane of the truss only. M-3x8 000 4 M-5x10 �W m 211ill 4 ,_d �® 1_ 7 M-3x8 M-8x10 M-1.5x3 1, 1' y 1, 4-07 3-10-04 1-06-12 10-00 WEDGE REQUIRED AT HEEL(S). ROpes JOB NAME : 2610-B NH POLYGON - B1 5� IN si Scale: 0.3877 c? %"7/7//l �1- WARNINGS: GENERAL NOTES,unless otherwise noted: 444792. P E 17 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 ,e P Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper , ' 2.2x4 compression web bradng 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 / 4/ Is the responsibility of the erector.Additional permanent braving 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 braving required where shown++ o " OREGON to4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�loadsSEQ. : 6054137 fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �< 2QN� �� design loads be applied to any component. and are for"dry condition"of use. 4 1 4 P TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Dnessii n rysumes full bearing et eh supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. " -r7 1 y1 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 IIIIII III)VIII III I VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint aIn nchs. e.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 IIIIIIIIIIIIII 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&BTA 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 1 TO LATERAL SUPPORT <= 12"OC. UON. IC 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 IOPSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 gsfl uplift at 24 "oc spacing.' J ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY r 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' @ -I'- 6.0" Allowed = 0.200" 9' oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL = 0.074' @ 16'- 0.0' Allowed = 1.254' 9' oc in 2 rows) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.231' @ 16'- 0.0" Allowed = 1.672' 9" oc in 1 rows) 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 1' T f ' 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 ' 1960# ' 1'Design conforms to main windforce-resisting 12 M-4x6 M-5x6 12 system and components and cladding criteria. 6.00 M-3x4 D 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), A � load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 1111- O) co __ ® - P CD 1 10 11 12 13 - O M-3x5 M-1,5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 8 1, y ) ), 1698# , ), 5-01-12 4-05 6-10-08 4-05 5-01-12 1, 1, .1- 12-00 12-00 14-00 1, 1, ), ) 1-06 26-00 1-06 Op JOB NAME : 2610-6 NH POLYGON - Cl 5., PROFfis Scale: 0.2543 \ �'/y(}j��f fir d WARNINGS: GENERAL NOTES,unless otherwise noted: ' 7 11 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 QZ T 9210 11 P E ti'' and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: C 1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibmty 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 sheatNng(rC)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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'F ^V 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, .4. '4, y O\� k. design loads be applied to any component. and are for"dry condition"of use. c,! 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 a� �Q, resign ry. 41'F?R11-L fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl 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 111111111111111111111111 TPIIWTCA In BCS(,copies of which will be furnished upon request. de with MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.(Digit indicate sizejofnplat it Inches. 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 1E 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- 9=(-340) 1571 9- 3=( 0) 255 BC: 2x4 KDDF N1&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"OC. 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'OC 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 SG.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,CN18 (or no prefix) = CompuTrus, Inc �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M2OHS,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" '1' 1' '/' '' 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. T T T T T Design conforms to main windforce-resisting 12 M 4x6 M-6x6 12 system and components and cladding criteria. 6.00 Q 6.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 00, (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 M-3x4 coco 08 9 10 71' 11 12 M-3x4 M-1.5x3 0'25" M-3x4 M-1.5x3 M-3x4 M-5x8(S) I 1, 1 1 y 1 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 L I I 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - C2 �<e, OPRl1F�6si Scale: 0.2553 "pipit !/ l Q� WARNINGS: GENERAL NOTES,unless otherwise noted: 'r 7ir.-` 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®*PE 1' Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsiblity of the building designer. 40.01r, 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 tlt1' continuous sheathing such as plywooding(TC)and/or drywall(BC). A CrDATE' 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. 7 A OREGON (Ci SEQ. : 6054139 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, 4- -%t N A. and are for"d condition"of use. -2 k design loads be applied to any component. ry Q 1•.4" 2 1> 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 Rp fabrication,handling,shipment and installation of components. nesessary. rp 7.Passumes adequated both drainage Is provided. `r'1 R{L`+' 6.This design Is furnished subject to the imitetlons set forthPlates shallbe locatedon faces of truss,and placed so their center I 9 1by 8. IIIIII VIII VIII VIII 011 VIII VIII IIII ill TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with jointfcenter lines. 9. indicate size of plate In Inches. v MiTekUSA,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 1111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DU/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" O.C. 2- 3=(-1813) 391 8- 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 SO.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. 'COND. 2: Design checked for net(-5 psfl 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" 6-09-04 6-02-12 6-02-12 6-09-04 ' NOTE:Design assumes moisture content does f f f f I not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00[77- M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4'1f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iu load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M 1.5x3M 1.5x3 m m 0 0 8 9 0 o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) y ), y J' 8-10-03 8-03-11 8-10-03 ), y y 16-00 10-00 i y ), 1, 1-06 26-00 1-06 Q PROF JOB NAME : 2610-B NH POLYGON - C3 Scala; 0.2,76 ,c, ,f(/ //E(/ so WARNINGS: GENERAL NOTES,unless otherwise noted: �4.r4 'r��' cc /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 tt =9 P E C! C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: 2.224 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' such respectively unless braced throughout their length by ✓Aae�"" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d '- DAT E: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown+ mvan�Bc)' L' 4.No load should be eppled to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. 3! A OREGON t(/ 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+� �i) OAt� ".. 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 Q 1 4 r- TRANS I D: 407736s. P"�- 1- necessary. `^ fabrication,handling, R R V t shipment and installation of components. 7•n Design assumes adequate drainage Is provided. 6.This design Is famished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their tenter III II I VIII IN 111111111111111111 IIIVIIIIIIIIIIIIIII TPIMlTCA In BCSI,copies of which will be famished upon request. git dicae with joint aIn 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-7988(MiTek) EXPIRES:12/31/2015 URIThis 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 "oc spacing.] TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. VON. 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. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix Wind: 140 mph,CompuTrus, Inc h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 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 IOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 13-00 13-00 f ,rT 12 n M-4x4 12 6.00 a 6.00 _N cn 4/17 o M-3x5(S) M-3x4 M-3x4 16-00 10-00 1-06 26-00 1-06 Fe JOB NAME : 2610-6 NH POLYGON - C4 �, o �rv�c� s'ji Scale: 0.3053 , (!7 7-I. Q WARNINGS: GENERAL NOTES,unless otherwise noted: w nrrr��� I/f0 r- ". 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 . .7 I E r 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 responsibiity of the building designer. , 3.Additional temporary bracing to Insure stabiity during construction 2•Design assumes the top and bosom 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 l, r DATE: 9/9/2014 responsibility g continuous sheathing such as plywood sheathing(TC)and/or drywall C. . the overall structure is the rea nsibili of the buildingdesi ner. 3.2x Impact bridging or lateral braving required where shown++ SE 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "j7 OREGON t' S E G I, Nb' A4w design loads be apphed to any component. and are for"dry condition"of use. ' 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 r 4 �+)., fabrication,handling, necessary. provided.e is IIIFIR 1I.. 6.This design is furnhedi subject to theeimitationsf set forth byre 8.Plates shall be locaten assumes d uonebotti facces of truss,and placed so their center IIIIII I011 MINI DIME IIII Ell TPIM?CA in BCSI,copies of which will furnished upon request. it coincidentwith joint centerteinches.9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus UTrus Software 7.6.6 1L-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KODF #18BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF g188TR SPACED 24.0' O.C. not exceed 19`k at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforoe-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=15ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, M M2OHS,I18 S (or = MiTekprefix) = riepuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MT series LL = 25 PSF Ground Snow (Pg) 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 12 12 iiM-4x4 a 6,00 6,00 3 —1114140001 co 4 m O O v P." 7all O M-3x5(S) M-3x4 M-3x4 y y 12-00 10-00 1, y y y 1-06 22-00 1-06 JOB NAME : 2610-B NH POLYGON - D1 5.�'�q PRO Scale: 0,3638 `� WARNINGS: GENERAL NOTES,unless otherwise noted: kr, •O r /17 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an individual CC =721*PE r Truss: D1 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 M Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at d DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their len th by /r�arr /as"" po 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++ pREGON .y SEQ4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. j, S E Q. : 6 05 4142 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, S2 74 CSO\ design loads be applied to any component. and are for"dry condition"of use. 611411:11111°. ]!t1. G• TRANS I D: 407736 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ° necessary. /�'F�yy bptt ` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is Provided. -"rl rl 1�4 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI A in BCS/,copies of which will furnished upon request. 9./ines Digits Indicde ate sizejoint of plate incenterInches. 10. MiTek USA,)nC./COR pUTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 EMI IIIIII 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 KDOF q1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 76 2- 8=(-203) 1261 3- 8=(-311) 222 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2- 3=(-1504) 329 8- 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- 8=(-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" 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 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 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc ssacing,I 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' @ 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' f T 1' NOTE:Design assumes moisture content does 5.09-04 5-02-12 5-02-12 5-09-04 not exceed 19's at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ,(--,( (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 C ch 0 0 o ; LI_I -4 1 8 9 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 1, y 1, 1, 7-06-03 6-11-11 7-06-03 1, 3, y 12-00 10-00 J, ), 1, y 1-06 22-00 1-06 JOB NAME : 2610-B NH POLYGON - D2 5� S Scale: 0.2513 C� '�J', .A /- Scale: WARNINGS: GENERAL NOTES,unless otherwise noted: (�]rr�� /�p',C` �1,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .✓., ®f f� Truss: D2 end Warnings before construction commences. building component.Applicability of design parameters and proper411100111P /rj 2.2u4 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 end bosom 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). "N ' - DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}r OREGON Il/ SEQ. : 6054143 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4. VA ONtl' iA. design loads be applied to any component. and are for"dry condition"of use. "j` 1 4 z,.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, necessary. Oren F` ` shipment end Installation of components. 7.Design assumes adequate drainage is provided. CC�l t 1. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII III I VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will furnished upon request. lines Indicate with joint aIn nche. 8.Digits Indicate size of plate In inches. MITekUSA,Inc./CompuTrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF 918BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF g18BTR 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. VON. 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 6.00"'REQUIREMENT$ 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. III N O/— V 111 O 4 M-3x4 1, ), y 1-06 5-03-08 �c O Scale: 0.7460 \ PRO, JOB NAME : 2610-B NH POLYGON - El5 ! � WARNINGS: GENERAL NOTES,unless otherwise noted: f] / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 ='9 4 P E �' " and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 1 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'continuous and at 10'hi respectively unless braced throughout their length by .aa0 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of sheathing such as plywood sheathing(TC)and/or drywall(BC). • "MOP' cc 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. '}7 A_OREGON 4(,( SEQ. : 6 05 4144 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, I- -if A,� k. TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. 814 2QP4 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling, `r�R V L.�. shipment and Installation of components. 7,n 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 111111111111111111 TPINVTCA In BCSI,copies of which will ba furnished upon request. Digs coincide with jointcenter lines. 9.Digits indicatesize off plateininches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/201.5 11N1 VIII 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 H1$BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.5=(-51) 56 3.5=(-162) 161 BC: 2x4 KDDF N16BTR 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 ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 'oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series 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' 4 11-12 0-03-12 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' 6.00 I7 MAX HORIZ. TL 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. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N M O./._ c ppm 2�111 m��5 M-3x4 M-1.5x3 y ), ), 4-11-12 0-03-12 ), ), y 1-06 5-03-08 cR,t0 PR ape JOB NAME : 2610-B NH POLYGON - E2 �� In, s, Scale: 0.5786 f4451 � j9 0� WARNINGS: GENERAL NOTES,unless otherwise noted: pp����ffff P E '7{ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual '✓ 1-G Truss: E2 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. Alie, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at = DES. BY• LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/4 " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ el9 CC 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. -}X ,} OREGON >K it, SE Q. : 60541 45 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, 4, o'� :c. design loads be applied to any component and are for"dry condition"of use. c,/ s' 4 *� ty^1s TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If Ary. � fabrication,handling,shipment and installation of components. Design `rl' R R 7.Design assumes adequate drainage Istruss,provided. C t'( 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 IIIIII VIII VIII VIII I II VIII VIII I II IIIITPIM/TCA in SCSI,copies of which will be furnished upon request. Digs coincide with joint center Ines. 9.Digits indicate size of platete Inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII 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 (CODF #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"OC. 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,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 nsfl uplift at 24 "ox 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 = 0.051' @ 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" 1' ' ' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.0017 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=l.6, gp Truss designed for wind loads ....iiiiiiiii : l0 in the plane of the truss only. to ..- c.., to rp c, 1 11011 tt_�4 -/ M-3x4 M-1.5x3 y 1, 1, 4-10-04 0-03-12 y y 5-02 PR ope, JOB NAME : 2610-B NH POLYGON - E3 5 't�� 11ANF 06' Scale: 0.5359 �1/1//7' 1 r,7 ml', WARNINGS: GENERAL NOTES,unless otherwise noted: / J(p 444 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 It �9 4 F'E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 3 2.2 4 compression web bradng 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 end 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 le th by A/, „ +� Po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywalC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON J��� 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. `o SEQ. : 6 05 4146 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L ".`7 2 \t` t�. design loads be applied to any component and are for"dry condition"of use. '© 431 14 Q "+ 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 necessary. � .Fi R 1 L.�- fabrice6on,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design le furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII III) TPI/WTCA In SCSI,copies of which will furnished upon request git cind cat with joint aIn lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 N18BTR SPACED 24.0" O.C. 2.3=( -10) 5 WEBS: 2x4 KODF 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) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0' -36/ 307V -52/ 132H 5.50" 0.49 KDDF ( 625) 9 7'- 2.0" -45/ 295V 0/ OH 5.50" 0.47 KDDF ( 625)' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) 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 TO PANEL LL DEFL = 0.215" @ 3'- 7.4" Allowed = 0.469" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TO PANEL TL DEFL = -0.239' @ 3'- 7.6" Allowed = 0.703" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001' @ 6'- 10.3' 6-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3' f '' ' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 3Design 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), in t load duration factor=1.6, 1111111111111 12 Truss designed for wind loads 6.00G' in the plane of the truss only. Lo M r� 4 m o --s 0 1...-- .1 =�4 M-3x4 M-1.5x3 1, i, 6-10-04 0-03-12 y y 7-02 Scale: 0.5003 ��<os. PRQF�6: JOB NAME : 2610-B NH POLYGON - E4 (N si WARNINGS: GENERAL NOTES,unless otherwise noted: r�� p c- 17 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`C- r Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper f r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. r/'Ir 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �i is the responsibility of the erector.Additional permanent bracing ofgg "lame - continuoussheathing such as plywoodsheathing(TC)eres and/or drywall(6C). rt DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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 4_OREGON ^V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, 4. -!„q A,� 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. Q Y 2, �» TRANS I D: 407736 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary.sprovided. RI "� 8.This design Is furnished subject to the limitations set forth by 8.Platesnshall be locateassumes gd one both faces of of truss,and placed so their center R: f-t 111111111111111111 TPIMrrCA In BCSI,copies of which will be furnished upon request. git dicawith joint ate in i lines. 9.Digits indicate size of plate in Inches. MITekUSA,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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" 'COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF 61&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main win df9rce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system 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 equal at non-structural (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vertical members (uon). 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,CI8,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:bears design requires continuousUON BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, bearing wall for entire span UON. 6-10-04 0-03-12 T T T 12 6.00 p M-1.5x3 3 —/ l l 1114All d. U, M Ill Illig ia0 O war Ad M-3x4 M-1.4 5x3 ), > 7-02 JOB NAME : 2610-B NH POLYGON - E5 �,<(,. Q P °F�6s, Scale: 0.5424 kr ( q ©1r WARNINGS: GENERAL NOTES,unless otherwise noted: i rr/���( 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 r E5 and Warnings before construction commences, building component.Applicability of design parameters end proper Truss: 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsiNity 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 ity continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 19 �. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ORE�QN� 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. 1),, 4,1 SEQ. : 6054148 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, �h-.743_ 14 Q design loads be applied to any component end are for"dry condition"of use. V 2. A'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 �` fabrication,handling,shipment and installation of components. necessary. - �`'R R I` Pea P° 7. necessary. ss assumes adequate drainage is provided. rl L 8.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII I III VIII III IIIITPIMlTCA in SCSI,copies of which will be furnished upon request. lines coincide with jointcenter nche. 9.Digits indicatesize ofpplatete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF q1&BTR SPACED 24,0' O.C, NOTE:Design assumes moisture content does not exceed 19`k at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main win dforce-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. DL ON BOTTOM CHORD = 10,0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,Wind: 140 C,CN,C18,CN18 (or no prefix) = CompuTrus, Incmph, 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. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Gable 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. 4-10 4-10 1' HM-4x4 2 _i 12 12 6,00 1 .. Q 6.00 co c.,,_ —/Q NI- O/ O M-3x4 M-3x4 4 y y 9-08 1-06 JOB NAME : 2610-6 NH POLYGON - F1 Scale: 0.5555451\�� '�C1 RN/��:-:9'�C� TY lr- WARNINGS: GENERAL NOTES,unless otherwise noted: ' 'rrr��� ' 'P "r 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown and Is for an individual - (- Truss: F 1 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. f" 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced et ` DES. BY: LJ2 o.c.and at 10'o.e.respectively unless braced throughout their length by 4I Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` '- (Z, DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng 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. "}2' �y�OREGON 1k `V SEQ. : 6054149 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L -�1 N. ,k. design loads be applied to any component. and are for"dry condition"of use. //ti �, 14 2 Pi_ 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. 7.Design asnecessasumes adequate drainage Is provided. Fi R ILL. 6.This design is furnished subject to the Nnitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I IIIIII VIII VIII 11111 VIII VIII VIII(III III TPI/WICA in BCSI,copies of which will be furnished upon request. lines cdndde with joint center lines. Digits 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 IIIIIIIIIIIIII 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"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' -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,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 nsf) 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 = 0.005' @ 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" l' 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 17 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. 0' V .4- 0 m o/- v o/- _ _ 0 <-4 M-3x4 ), ), )' 1-06 (PROVIDE FULL BEARING Jts:2.3.41 10-00 PR JOB NAME : 2610-B NH POLYGON - J1 Co' ,I IN (4„ / Scale: 0.5997 '''s7/7/11'Y # 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 It' .92e S P E r- end Warnings before construction commences. building component.Applicability of design parameters and proper T r u s s: J 1 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 stabilty 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' and at 10'o.c.respectively unless braced throughout their length by ,we , �/""" Po Ily continuous sheathing such as plywood sheathing(TC)and/or drywal C). .,.'"erlio (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.* QREGON �C 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,p- SEQ. : 605415 0 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Inc non-corrosive environment, *2/��✓4 P. �.. design loads be applied to any component and are for"dry condition"of use. �,,,t 1 4 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 ppt t ! f3 cessary. fabrication,handling,shipment and installation of components. Dnesign ass 'M F fl 41. '. P Po 7.Design assumes adequate drainage is provided. �l f-1 e.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 IIIIII VIII VIII VIII 111111101111 TPInKfCA in BCSI,copies of which w19 be furnished upon request. 9 lines indcate sizejofnplate In center 10. ' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201'.5 IIIIIIIIIIIIII 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 IC: 2x4 KDDF H1$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=(-59) 71 TC LATERAL SUPPORT <= 12"OC. VON. 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 O'- 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,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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TLcL/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -i'- 8.0" 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% 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), 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 v N O� vr Ol'-- O .%"'"--,4 M-3x4 J, y y I 1-06 [PROVIDE FULL BEARING:Jts;2,3,41 10-00 1 o° PRopes JOB NAME : 2610-B NH POLYGON - J2 Scale: 0.4872 ti5� IN s� WARNINGS: GENERAL NOTES,unless otherwise noted: 1: . 7-921e (� q J2 1.Budder 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 1„", Truss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 5, 2.2u4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. , ,„,,,,,,, 3.Additional temporary bracing to insure sterility during construction 2.Design assumes the top and bottom chords to be laterally braced et , DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' +/rl " is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)end/or d -^' ranggR s rywel BC). DATE 9/9/2014 the overall structure is the toa component of the building designer. 3.In 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. 4, SEQ. : 6 05 4151 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� A, design loads be applied to any component and are for"dry condition"of use. y 1 2,Q �^�- TRANS I D: 407736 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes on bearing at all supports shown.Shim or wedge if {y fabrication,handsnecessary. R Rt` V ng,shipment and installation of components. 7• necessary. assumes adequate drainage Is rovlded. C 11.• 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 111111111111111111 TPI WfCA in BCSI,copies of which will furnished upon request. it indicate with joint ate in nche. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/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=(-92) 86 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 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" -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 'COND. 2: Design checked for net(-5 psf) 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 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 OEFL = -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 19% at time of manufacture. T I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 -/ Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (i) load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 0 M M CD /- o„ _�4 -V 0 M-3x4 y ), ), 1-06 (PROVIDE FULL BEARING:Jts:2,3,4' 10-00 • JOB NAME : 2610-B NH POLYGON - J3 5��, � P�11FCCF�`6 Scale: 0.4872 '6'7P/ /9 s"3 WARNINGS: GENERAL NOTES,unless otherwise noted: /2 r�PE 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 9211 11 r E r building component.Applicability of design parameters and proper Truss: J 3 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,fir - 41410P-" DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C. CC DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responeibilty of the respective contractor. 7 ,d},OREGON 4,/ SEQ. : 6054152 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, 4, q.,,q 4NIX IL and are for"dry condition"of use. 2 '�' design loads be applied to any component. Q 14 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If p �Q necessary. Vit' •n n 10.- febdcatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl I.5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIMfICA in SCSI,copies of which will furnished upon request. 9.'Digits indicate withijoint f plate inrinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(liTek) EXPIRES:12/31/2015 - 11E 11111111 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(•167) 267 3-5=(-310)( ) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 193 WEBS: 2x4 KDDF STAND 2-3=(-368) 172 3.4=( -58) 27 LOADING TC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.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' T f MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.0017I Design conforms to main windforce-resisting M-1.5x3 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), 44 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 v o) c?/- r o,- 0 ►� ��5 M-3x4 M-1.5x3 1, y y 1-06 (PROVIDE FULL BEARING:Jts:2.4.51 10-00 JOB NAME : 2610-6 NH POLYGON - J4 Scale: 0.4672 r-�,,5��{�_ r,,iNjg`� �}, WARNINGS: GENERAL NOTES,unless otherwise noted: �Jv rp�rr��r..r.r 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 "t• '7G 0•P E C Truss: J4 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. f/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at , DES. BY: LJ2'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(eq. `-'- DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lltr 4SEQ. : 6054153 .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 loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / �j 7 0��� 5.CompuTrus has no control over end assumes no responsibility for the TRANS I D: 407736 des gn loads be applied to any component. and are for"dry condition"of use. /�6.Design assumes full bearing at all supports shown.Shim or wedge if - V 1 4 nfabrication,handling,shipment and installation of components. 7.Decessary. provided. A 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locaten assumes d uoneboth faccese l of truss,and placed so their center 41%74F110, int I 1111 VIII VIII VIII VIII VIII VIII(III(III IM/7CA in BCI,copies of whch wil be furnished upo MTeUSA, nC.s/CompuT us(Soft IWBfe 7.6.6(1L)-En .6.6)1LEn request. 10.For basic cos coincide nectorwith joplate design values see ESR-1311,ESR-1988(MiTek) center lines. 5.Digits indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 91&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 76 2.4=(0) 0 BC: 2x4 KDDF 91&8TR SPACED 24.0" O.C. 2.3=(-67) 15 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 BAG REQUIRED BAG 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" -1231 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,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for nett-5 oaf) uplift at 24 "oc soacing,1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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' t-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.067" f f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00� 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), -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o co o. 4- El o� 2 4► ,, 0 M-3x4 J, y ,1 1-06 2-00 (PROVIDE FULL BEARING:Jts:2.4.31 �cv,t0 PRO, JOB NAME : 2610-B NH POLYGON - SJ1 Scale: 0.6958 ��\�� 1{,xi? /IN,9 o WARNINGS: GENERAL NOTES,unless otherwise noted: �C' !a •P E i' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 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 bredng to insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 460OPP rnpo ryty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -,.Iejaimn . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tr 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 /'' SEQ. : 6 054155 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. A. 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, d Z �� design loads be applied to any component and are for"dry condition"of use. 6. � 1 4 O� TRANS I D: 407736 5.CompuTrus has no control over end assumes no responsibility for the 6. '- necessary.assumes full bearing at all supports shown.Shim or wedge If bry ` + fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. ''�R VLA- 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIupon Mch ire USA,lncI/WTCA in BC6/CompuTr s copies of (Software 7 will be furnished 8 6(1 L)E request. coincide rabacoecto plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: - EXP(RE5:12, 12015 31 IIIIIIIIIIIIII 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 N18,BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2.3=(•73) 30 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" -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: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 3'- 11.7' -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) ( p , 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. 12 ICOND. 2: Design checked for net(-5 9sf1 uplift at 24 "oc spacing.' 6.00 17 BOTTOM CHORD CHECKED FOR tOPSf LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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' --/ 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% 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), w load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. V) 4 0 0� 2j�� 41�� M-3x4 1-06 2-00 1-11-11 (PROVIDE FULL BEARING'Its'2 4 31 JOB NAME : 2610-B NH POLYGON - SJ2 Scale: 0.7754 .`c.; a PROF WARNINGS: GENERAL NOTES,unless otherwise noted: tll� `t. l�t t 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 CC' 7, 2•IIPE 1-' Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /,/��IM 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. '" DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 , ' DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). '. po ty g 3.2x Impact bridging or lateral bracing where shown++ to ,(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. - OREC70N (�- SEQ. : 6054156fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y 4f TRANS I D: 407736 design loads be applied to any component. 6.Desigand n assumes full bearing for"dry condition" f at all supports shown.Shim or wedge If ./ _7 1 Q 20 t�4 5.CompuTua has no control over and assumes no responsibility for the ‘1., necessary.shipment and installation of components. necessary. provided. A Z. R I S { 6.This design is furnished subject to the irnitations set forth by 8.Plates shall be loumes caateduon both faceasi of truss,and placed so their center illZ. L4 11111111111111111111 IrtITTP9 USA,Inc/C PUT 9 Software BCSI,copies of which will be f 7.6.6(1 L)E urnished upon request. 10.For asiclines connectorde with oint center lines. plate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DOF/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 IC 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 Sa.IN. (SPECIES) OVERHANGS: 18.0" 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 'COND. 2: Design checked for net(-5 psf) 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'- 8.0" 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 6.0017- 1 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), load duration factor=l.6, o Truss designed for wind loads c; in the plane of the truss only. co O/- 4INO,- -, o ► 4► M-3x4 I " I I 1-06 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2.4,31 �. tO PROFe, JOB NAME : 2610-B NH POLYGON - SJ3 Scale: 0.6290 w //Fp �4p WARNINGS: GENERAL NOTES,unless otherwise noted: u: + Sr ' �+ 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual Truss: 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. r'" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at mpo ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by5mmin . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rt (C 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 w/ 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, no\ design loads be applied to any component. and are for"dry condition"of use. i0 y 4• � 6.Design assumes full bearing at all supports shown.Shim or wedge if J�,�[� ` TRANS I D: 407736 5.CompuTrus has no,ship over and assumes no responsibility for the necessary. ` 1 1. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. - - 6.This design is furnished subject to the Nmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch ll be furnished upon IIIIII VIII NM VIII VIII VIII Till IIII MiTPI/WTCA in SCSI,copies of e USA,lnciCompuTrus ISoftware 7.6.6(1 L)E request. es. 10.lines basics col ectorof plate desiglate In n values see ESR-1311,ESR-1988(MiTek) EXPIRES:EXf'IRE5:12J31l2015 . IIIIIIIIIIIIII 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 l-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-138) 63 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 O'- 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: C,CN,C18,CN18 or no prefix) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 193V 0/ OH 1.50' 0.31 KDDF ( 625) ( = ormpuTrus, 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. IDOND. 2: Design checked for net(-5 psfl uplift at 24 "oc specing.1 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" 12 NOTE:Design assumes moisture content does 6.00 p '' not exceed 19% at time of manufacture. 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=l.6, Truss designed for wind loads in the plane of the truss only. v 0 v M O/- o 111.- 114111011 ,' I M-3x4 ), y 1, 1- 1-06 2-00 5-11-11 (PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : 2610-B NH POLYGON - SJ4 Scale: 0.5260 ,�,((t.. 0�//�yN0 6,9 WARNINGS: GENERAL NOTES,unless otherwise noted: „c„,.. '1J� , ! r 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 4t• ;92, PE j"' Truss: SJ4 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 congression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'continuous.c.and at 10'o.c,respectively unless braced throughout their length by r , ' DATE: 9/9/2014 the overall structure Is the responsibility of the buildingdesigner. sheathing such as plywood aheathl ere s and/or drywall C. Po ty 9 3.In2,Impact bridging ors lateral bracing required the wh shown+a '7, OREGON f(,/' SEQ/� 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,y . : 6054158 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, L 4f '+ 2. /\ , design loads be applied to any component. and are for"dry condition"of use. / O. TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4Q` fabrication,handling,shipment and installation of components. 7.Design assessary. provided.s Iii . t- 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be locateumes d uoneboth facese of of truss,and placed so their center 'i'/ 4 ch lines coincide with jint center lines. IIIIII II II VIII III I VIII VIII VIII(III(IIIMiTTo SAnlnc/CO 11p4Tfl18ISOfl will 7.6.6(1L)-En .6.6(1LEn request. 10.For basic con ectoroplate design values see ESR-1311,ESR-1968(MiTek) 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015