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Plans (92) O U U co r PI N N pA C a `m °'' T.Pfi06 a AO Oyr-A ' 'm a " Z8 m o CO = Z m Z Z z -.1 = Or a zee ° C) Z t„ Sir; 6V-3 1/2110 � 0 < 5'-3112' I 39'$" 101$. � 5.4 1/2 d o a r E1 ;,A 11A7 A y T l ♦, 1 t al v ,, m 9° ° s _ \1 ° z m "'• ;y • L ,` Nw 4' aa z v ( R. ::::::i;' — No.. : - R R; „ V r' o �5 � — s Ni i N , N "iZoiN I� ODOw 8tzrio48v E3 °'ozo2Em �+ E �z8 m Tps reN c oozoCO? o2 =o7o Q 22 (4 J3 J4 �o��$m�� ZA �C y O J. a �A6� m vas (l/�J Cs N 8065° �' a10 i �./ 1 2.to \c) Or po V' C 1 e � T-Yrs � egg K PCP 71-3I 1/2' 3TC" 6' 16'- E.E. a r 61'-3112' VI (11 til101-0' '�" I -I E CONFORMS TO DESIGN CONCEPT ❑X� CONFORMS TO DESIGN CONCEPT 010'-0'SET BACK CONFORMS TO DESIGN CONCEPT WITH El CONFORMS TO DESIGN CONCEPT WITH VERIFY ❑ REVISIONS NOTED REVISIONS AS SHOWN 0 li NON-CONFORMING-REVISE&RESUBMIT E NON-CONFORMING-REVISE AND RESUBMIT e THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE f"1 3 wrrm DESIGN CONCEPT ONLY AND DOES NOTRELIEVE THE (` e FABRIC ATC iNENDOR OF RESPONSIBILITY ITS'FOR CONFORMANCE WITH DESIGN WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE m Ur DRAWINGS.SPECIFICATIONS,AND APPLICABLE CODES.ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY CD 5 P By......_......__....._...._Alexia_Fukui Date9/22/14.. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. Z{', MILBRANQT ARCHITECTS By: Todd R, Eaton Date: September 19, 2014 CT ENGINEERING INC v v i c P N i N p D m -,Z -&mc` o6 i a A O Or-A N OG w CO y g n -- ZIn0 d 8 03 -ZII 11 Z 10'-0"SET BACK Z z VERIFY o = Or C z I 10'-0' -i 2. xo " 61-3112' 2. x T-312 I 3T-6 jo 16'-6' o `� r-r I 1 • 0oto m 4 E5 n ► (eBWs E ' p4N> r c ii 41 '1 �n m �n a < < < C — N v, v, v, m � I' 2 I m 2 2 2 '2 G F.I. PI H j IFIrlitilnallIsec� �l DI W T m < ' I� uIII _� r $ E.• °m om �I► f' 'T ri JPJWHP mT� I1�z + I`;'``I IJ a 24 2 dam. '1 1111111 I' ,�,Iia� ,` / ae L3 c p O 1 "i �`ri`o .3 °�A-�-1 Z -yi5?°5 � + I N 3A1,44 = IgA ii `I \MI kill!"`� Io,w A • 006 4 I ; IU,I■ Et q irl 00 I 5 3 112' I CD 5'.3112' 1 391.8' i 16'46' -I 61'-3112' 2 titf^ tii CONFORMS TO DESIGN CONCEPT -°" = Z CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN i 1 NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE n 3FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE d e DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 3: 2 mo OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. z r. By: Todd R. Eaton Date: September 19. 2014 -< § 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 TPINYTCA 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). :6.v...,...41,2;:,..:5:4,,,c,,:ti ,GINeco Y + ,- #f'� OR 111111 11 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, M:M26Hs, 18HS (16 = MiTekprefix) = CompuTrus, 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 in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T HM-4x4 3 12 6.00 12 Q 6.00 4 Com) m �o o� — v c �o a� i/i/ii/i/iii///////iii/ii///////i/iii//7////i/iii///iiii/ii/iii/ii//M/7iii/iiiiii////////iiiiiiiL/iiiiiiiiiiiiiii///iiiii/ii/iii 2/ M-3x4 0 0 1 M-3x4 y y 17-00 y 1-06 y 1-06 ..c,0 P R O�F1S' JOB NAME : 2610-6 NH POLYGON - Al Scale: 0.4458 mac " /c WARNINGS: GENERAL NOTES,unless otherwise noted: 4e4t.' ± Sr 1" ioe 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Alincorporation 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 construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �y ORGN� �1.. lt 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. th W SEQ. : 6054134 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, j_ s _1 design loads be applied to any component. and are for"dry condition"of use. 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 /�/}�q 4 � necessary. '` y � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 II II VIII III I VIII VIII VIII IIII IIIITPINJrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center teI nches 9.Dieindicate s oicisize of co inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-13t1,ESR-1988(MiTek) EXPIRES:12/31/2015 • III I VIII 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 KODF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.7=(-238) 903 3-7=(-268) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-1088) 302 7-6=(-227) 907 7.4=( -75) 456 WEBS: 2x4 KDDF STAND 3-4=( -816) 200 7-5=(-275) 211 LOADING 4-5=( -816) 214 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1092) 309 BC LATERAL SUPPORT v= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -153/ 899V -76/ 87H 5,50" 1.44 KDDF ( 625) C,CN,CI8,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,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0,014" @ -1'- 6,0" Allowed = 0,200" MAX LL DEFL = -0,024" @ 8'- 6.0" Allowed = 0.804" MAX BC PANEL TL DEFL = -0.055" @ 13'- 1.8° Allowed = 0.499" MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5" 8-06 8-06 MAX HORIZ. TL DEFL = 0.018" @ 16'- 6.5" T 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. 6,00 D HM-4x4 '''-.I6,00 4.0' Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, - _ Truss designed for wind loads in the plane of the truss only. 1.1 M-1.5x3 M-1.5x3 co co O O 741 .17,4- 7 -- 6 0 1 0 M-3x4 M-3x8 M-3x4 y ,1 y 8-06 8-06 ), y y 1-06 17-00 JOB NAME : 2610-B NH POLYGON - A2 �` � �N Open Scale: 0.3533 cl ' -‘7/7)//r �4- WARNINGS: GENERAL NOTES,unless otherwise noted 4t. ` r� DC17 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 `t-L Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,mow DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i� ^ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or dr . 12C DATE: DATE: 9/9/2014 responsibilitybuilding designer. Impactbridging requiredr ""�p�c)' the overall structure Is the res onslblli of the 3.2x bdd In or lateral bracing where shown++ J., 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. 3' �A_"OREGON "V SEQ. : 6054135 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4. -+/ : A. design loads be applied to any component. end are for"dry condition"of use. ih 13- 14 2q �4 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V y fabrication,handling,shipment end installation of components. eessary. d. `1 RF3} t 6.This design is furnished subject to the limitations set forth 7.Designlaesassumes adequateated both drainage i os f truss,sa IIII I 111111111111111111111111111111 I II VIII IIII VIII VIII VIII IIII IIII 9 1 by 8.Plates shell be located on both faces of and placed so their center TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 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-1988(MiTek) EXPIRES:12/31/2015 11111 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 @1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 KDDF @1&BTR SPACED 24.0" 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 BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0° -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.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 = -0.050" @ 14'- 3.8" Allowed = 0.804" MAX TL CREEP DEFL = -0.096" @ 8'- 6.0" Allowed = 1.072" 8-06 8-06 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" 12 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 17 HM-4x4 4 6.00 Design conforms to main windforce-resisting 4.0 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=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 M-3x4 ov M-3x4 Cr) o 0 w�, -- 7 M-5x6 M 3x8 M 5x68 '�� ',� o 0 1 0 .-2 75 $ 2X WEDGE 2.75 I ,-- 12 -12 W/(2) M-3X4 TYP. 12 y 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 1' y 1' 1-06 17-00 JOB NAME : 2610-B NH POLYGON - A3 Scale: 0.3242 IP17.144? 4 WARNINGS: GENERAL NOTES,unless upon the noted: ' .(y 'P E ti^ 44 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 772/� E and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: A3 Incorporation of component Is the responsiMfity of the building designer. 2.204 compression web bracing must be installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at ,,*rrr♦YI�! 3.Additional temporary bracing to Insure stability during construction 2'a.c.and at 10'o.c.respectively unless braced throughout their length by �` 4640" DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f� /,� 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. OREGON I} I(! 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, Gi �d� 2�r1 _y�• design loads be applied to any component. and are for"dry condition"of use. V 14 P,. TRANS I D: 407736 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. f�b fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. f'1 i-t It_ Iii 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIIII IIII(IIII III I VIII VIII VIII IIII IIIITPINYiCA In BCSI,copies of which will be furnished upon request. Tangs coincide with joint center nche. , 9.Digitssindicate noincsize of plateIn Incas. 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 10-00-00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ODE N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2513) 511 1-5=(-481) 2160 5-2=( -278) 1514 4-7=(-1751) 377 BC: 2x6 KDDF N1&BTR 2.3=( -716) 174 5-6=(-472) ( ) (• ) 2107 2-6= -1769 416 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -589) 173 6.7=( -60) 107 6.3=( -43) 263 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 6.4=( -372) 1773 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 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 BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SO.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 psfl uplift at 24 "ox spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Single member as shown. MAX LL DEFL = -0.036" @ 4'- 7.0" Allowed = 0.454" Hangers attached to the bottom chord MAX TL CREEP DEFL = -0.074" @ 4'- 7.0" Allowed = 0.606" will have 1.5" max. nail penetration. Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HOAIZ. TL DEFL 0.014" @ 9'- 10.3" M,M20HS,M18HS,M16 = MiTek MT series NOTE:Deoi n assumes moisture content does 8-10-03 1-01 13 not exceed 19% at time of manufacture. � T T 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting T T T < system and components and cladding criteria. 12 6,00 2 M-4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-7x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads 1*Mail in the plane of the truss only. M-3x8 00 r U10 ,.. vM-5x10 l � ® L = �� 0 1 5 6 �.7 M-3x8 M-8x10 M-1.5x3 1, y ), y 4-07 3-10-04 1-06-12 ), y 10-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-B NH POLYGON - B1 Scale: 0.3877 ti`�� RR04s , WARNINGS: GENERAL NOTES,unless otherwise noted: / ' r i �j 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 - T92/7 S 0 f E 1-- Truss: 61 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 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 ��r DES. BY: LJ 2'0.0.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). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 10 CC �1 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 40 S E Q ld any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �,l hj 2 N6` .� design loads be applied to any component. and are for"dry condition"of use. / •7.1' 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 C) 14 V� fabrication,handling,shipment and Installation of components. Dnesign cessary. � `s 7.Design assumes adequate drainage is provided. ki 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 -. __ . l be furnished upon IIII I VIII VIII VIII VIII VIII IIII IIII(IIIMIT'Tpe SAininc./CompuTrus rSofBCSI,copies of whch t(Ware 7.6.6(1 L)E request. 10.For basic cod nectoroplate design values see ESR-1311,ESR-1988(MiTek) lines coinde with jint center Ines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 76 2-10=( -604) 3816 10- 3=( 0) 158 BC: 2x6 KDDF #1&BTR 2- 3=(-4396) 780 10-11=( -606) 3814 3-11=( -234) 196 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4158) 812 11-12=( -826) 4698 11. 4=( -272) 1532 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3658) 748 12-13=(-1212) 6378 11. 5=(-1748) 436 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 60)-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 10PSF LIVE LOAD. TOP C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' M,M20HS,M18HS,M16 = M Tek MT aeries ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1" Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" **HANGEROTHERS TO APPLY nails staggered at: MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200' CON*.. LOAD(S) S) EQUALLY TO ALL MEMBERS. 9" oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL = 0.074" @ 16'- 0.0" Allowed = 1.254' 9° ac 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 ,� .' 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 1' 1' T 4,960# T 'Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 M-5x6 Q 6.00 r M-3x4 Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, g (All He.tghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 7 co r> o� i = 0 11 12 13 -\ o M-3x5 M-1.5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 C. y ; y J' 1898# y y 5-01-12 4-05 6-10-08 4-05 5-01-12 y y J• 12-00 14-00 ,1 y )' 1, 1-06 26-00 1-06 lil,t0 JOB NAME : 2610-B NH POLYGON - C 1Scale: 0,2543 l / N( ! / �IF fv-¢ WARNINGS: GENERAL NOTES,unless otherwise noted: ' ±r �E'E $7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at / 41000, DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by po ty 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++ (�� !Cr 4.No load should be applied to any component until after at bracing end 4.Installation of truss is the responsibility of the respective contractor. W 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, Z �_t design loads be applied to any component. and are for"dry condition"of use. !© r 1 e} . 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 t (?� fabrication,handling,shipment and installation of components. ry. &'�R`F^- P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINJfCA in BCSI,copies of which will be furnished upon request. Digit coincide with Jointcenter Ones. ' 9.Digits indicate size of tplate 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 mIIIII1Il This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2- 9=(-340) 1571 9- 3=( 0) 255 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1860) 459 9.10=(-342) 1568 3.10=(-482) 181 3- 4=(-1365) 434 10.11=(-202) 1141 10- 4=( -81) 324 LOADING 4- 5=(-1143) 451 11.12=(-360) 1568 10- 5=( -70) 73 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1372) 435 12- 7=(-358) 1571 5.11=( -49) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1860) 459 11- 6=(•478) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 6-12=1 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 SQ,IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' •195/ 1263V -126/ 126H 5.50" 2.02 KDDF ( 625) OVERHANGS: 18.0" 18.0" 26'- 0.0" -195/ 1263V 0/ OH 5.50' 2.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.062' @ 14'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.125" @ 14'- 7.0' Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.029" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.048" @ 25'- 6.5' 11-11-11 2-00-10 11-11-11 T T - -) 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. ff 12 TDesign conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00[7' M-4x6 M-6x6 Q 6.00 e Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 o co 0 o U 1- D � 9 10 11 12 M-3x4 M-1.5x3 0.25° M-3x4 M-1.5x3 M-3x4 M-5x8(S) y ), ), 1, ), y 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 y 1, 1-06 26-00 yy 1-06 JOB NAME : 2610-B NH POLYGON - C2 ��` � �rC� 6.s,((f Scale: 0.2553 C*� J,�n WARNINGS: GENERAL NOTES,unless otherwise noted: `IN 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"0 0 P E f Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r � DATE: 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall C. the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ ) '. I� 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. ' e OREGONN S E Q bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,L '4C4 \ TRANS I D: 407736 � design loads be applied to any component. and are for"dry condition"of use. /pry •7 1 4 (a ..L. 5.CompuTrus hes no control over and assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �t}, fabrication,handling,shipment and installation of components. DesignDesassessary. ( R h i 5 le, ` 7. laesassumes adequate one drainage Is provided.us, R 4.1. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located both faces otrusa,and placed so their center of ch l be furnished upon lin s coincide with j int IIII II II VIII III I VIII VIII VIII III IIIIMiTpe IANTCA SA inI 1CS/COrnpuT US ISoft IWare 7.6.6(1 L)E request. 10.For basic co nectoroplate design values see ESR-1311,ESR-1988(MiTek) center lines. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 111111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 390 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -199/ 1263V -139/ 139H 5.50" 2.02 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -199/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacina.1 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" 'I' '( NOTE:Design assumes moisture content does 6-09-04 6-02-12 f 6-02-12 T 6-09-04 T not exceed 19% at time of manufacture. T Design conforms to main windforce-resisting 6.00 V a 6.00 12 M-4x6 12 system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uu load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 I in ,M-1.5x3 M M O 0 ' 1 r V 09 o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) * * /, 1, 8-10-03 8-03-11 8-10-03 ), * * 16-00 10-00 I I I I 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - C3 Scale: 0.2178 5� c0 P R OFe 'c,; fN/(7 s> WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. T,92 0 P E 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 �+ and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: C3 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibrty of the building designer. f 3.Additional temporary bracing to insure stabiN duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Po b 2'c.c.and at 10'o.c.respectively unless braced throughout their length by . ., 409411.1.. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� `(�N�� (� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 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, A. design loads be applied to any component. and are for-dry condition"of use. t�, TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Decesse assumes full bearing at all supports shown.Shim or wedge if �� b1ry4 a i f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. n R i k� 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 111111111111111111111111111111111 IIIIIIIIIVIIIIIIIVIIIVIIIVIIIIIIIIIII TPIMlTCA In BCSI,copies of which will be furnished upon request. Digit coincide with joint in nche. 9.Digits oncide size of tplate eto inches. MiTekUSA,Inc./CompuTrus Software 76.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201,53 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19% at time of manufacture, 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSE C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.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. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 13-00 13-00 T T 12 11M-4x4 12 6.00V 3 Q 6.00 M D 4 4 D D O D M-3x5(S) D M-3x4 M-3x4 y y y 16-00 y y 10-00 1-06 26-00 y y 1-os JOB NAME : 2610-B NH POLYGON - C4 � t� �RQFfi6'61 Scale: 0.3053 mor �1 WARNINGS: GENERAL NOTES,unless otherwise noted: LLI �`� ®�� -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 individual4 . C~ Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stadpty during construction 2.Design assumes the top and bottom chords to be laterally braced at ' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o,c.respectively unless braced throughout their length by rr DATE: 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ 1! j,` 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. : 6054141 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, 'I, 2,. QNIh�A design loads be applied 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 14 1- fabrication,handling,shipment and installation of components. necessary. / y` 7.Designlaesassumes adequate ne drat on faces of truss,and placed so their center 11111 II II IIIII IIII VIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits Indicate size of plate In inches. h MiTek USA,lnc./COnlpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1996(MiTek) EX PI R ES:12/31/201.5 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 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. not exceed 19As at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main win dforce-resisting BC LATERAL SUPPORT <= 12'OC. 008. 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,CI6,CN16 (or no prefix) CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.8, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 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 1212 TIM-4x4 12 6.00 6.00 L— 3 11.1 a o co c M-3x5(S) M M-3x4 -3x4 y y y 12-00 10-00 y ,, 22-00 y 1-06 )- 1-06 e. Scale: 0.3636 �� 0 p� op � JOB NAME : 2610-B NH POLYGON - D1 7 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 ± Q P E {" 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 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 bract to Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be lroughoaterally braced at Attiow Po n9 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Qf�E�QN ICC 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. ^W SEQ. : 6054142 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, ;y design loads be applied to any component. and are for"dry condition"of use. G- t�, TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.assumes full bearing at all supports shown.Shim or wedge if /�ile 1 4 • Q�f fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. FnliL� 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII 11111 VIII'III'III TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits oni ide size of tplate in alines. 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 111110 10111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2- 8=(-203) 1261 3. 8=(-311) 222 BC: 2x4 KDDF N18BTR 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 329 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF I 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 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ •1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6,0" Allowed = 0.200° MAX LL DEFL = -0.043" @ 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" '1 ' T NOTE:Design assumes moisture content does 5-09-04 5-02-12 5-02-12 5-09-04 not exceed 19% at time of manufacture, 12 t2 Design conforms to main windforce-resisting 6.00 D M-4x6 Q 6.00 system and components and cladding criteria. 4 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1"5x3 lipe 'm C7 M O O mi Ltil MM O 0 1 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 a. y ; y y 7-06-03 6-11-11 7-06-03 y y y 12-00 10-00 1, 'I, , ), 1-06 22-00 1-06 .9' ,G PR 04 JOB NAME : 2610-6 NH POLYGON - D2 �� IN s, Scale: 0.2513 C'r,, % ' ' WARNINGS: GENERAL NOTES,unless otherwise noted: rf tt--��'�CC* -3'1,,.. 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 ..92 0*PE L Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .,,. /` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length byw/ po dy permanent bracingof continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...'r"- ..- DATE: �, 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6054143 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON ,C( non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, G le \t,, A, design loads be applied to any component and are for"dry condition"of use. �/y '7. 1 4 r 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 V �`} fabrication,handling, necessary. 44r'T R I i t shipment and Installation of components. 7, ecassumes adequate drainage is provided. fl L.4" 6.This design Is furnished subject to the Rmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII III VIII VIII IIII VIII VIII IIII IIIITPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111110 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF M1&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. 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,CI8,CN18 (or no prefix) = CompuTrus, Inc 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, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons in the plane of the truss only. 6.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP -7, 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. N cl diltlill i.r) O/— •cr 111 4 1 M-3x4 y ), y 1-06 5-03-08 , taPRoFF JOB NAME : 2610-B NH POLYGON - El Scale: 0.7460 WARNINGS: GENERAL NOTES,unless otherwise noted: ,( a 9 0 E 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 J 1"r El and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Incorporation of component Is the responsibility of the building designer. 2.2o4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ,air . 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughouttheir length by '"-' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �v DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ �L vR ��N� �/I, SEQ. : 6054144 4.No load should be appbed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. th W fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, �S design loads be applied to any component and are for"dry condieon"of use. f6 14 � TRANS I D: 40773 6 5.CompuTrus has no control over and assumes no responsibility for the e.Decesse assumes full bearing at all supports shown.Shim or wedge If �y 1 illt 1 f1v fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. (l H 1 4.�" V 8.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIiI II II VIII III I VIII VIII VIII IIII IIIITPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenter lines. 9.Digits Indicatesize off plate 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 5'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( 0) 76 2.5=(•51) 56 3.5=(-162) 161 WEBS: 2x4 KDDF STAND (-115 79 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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 Connector plate prefix designators: ( 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 INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" I 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 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. i 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, MWFAS(Dir), tilload duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N Cr) O O� ►1 ►'S M-3x4 M-1.5x3 y y y 4-11-12 0-03-12 y y y 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - E2 Scale: D.5706 �' "°f3/7P/444? ��{ yN/��ss,,a WARNINGS: GENERAL NOTES,unless otherwise noted: ZCJ rin�r f 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 i' T9210. a210.r-.E r Truss: E2 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. ° +r'! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,, 405101.1P 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). '• 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.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A OREGON loadsSEQ. : 6054145fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'G, 7, N. A. design loads be applied to any component. and are for"dry condition"of use. '''a) •7}+ rL(� �.,„ TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '/ 1 4 fabrication,handling,shipment and installation of components. neessary. �'" y i ` 7.Designlaesassumes adequateatedo drn as faces of truss,and placed so their center I IIIIII II II VIII IIII VIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXP)RES: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 KODF #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 5'- 2.0" -33/ 212V 37/0/ 94H 5.50" 0.36 KDDF OH 5.50" 0.34 KDDF ( 625 ) i Connector plate prefix designators: 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 �CQND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.051" @ 2'- 9.4" Allowed = 0.319" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.048' @ 2'- 7.5" Allowed = 0.479" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" 4-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.000' @ 4'- 10.3" T T T NOTE:Design assumes moisture content does 12 not exceed 19V at time of manufacture. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 3 Wind: lmHS4ASCE A( lei Heights), Enclosed, Cat. p•B' MWFRS)Dir), load duration factor=l.6, Truss designed for wind loads .....iiiii in the plane of the truss only. us N U) ,--/- ..a- fV m 0 1►' �4 O M-3x4 M-1.5x3 ,1 1, y 4-10-04 0-03-12 J, y 5-02 JOB NAME : 2610-B NH POLYGON - E3 Sale: 0.5359 s- 7/� l l /0 WARNINGS: GENERAL NOTES,unless upon e noted: 't . .921•E1 E c^'" C kr 12' 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: E 3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ po ty 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 bracing required where shown++ OREGON 4.4/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1k SEQ. : 6054146 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, '''l ..i 2 design loads be applied to any component. end are for"dry condition-of use. /6 '7' 1 4 °- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if nI fl necessary. '+7 'L'RILL fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. x''11 iilt 6.This design is fumished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I VIII VIII VIII IIII IIII TPINYTCA in BCSI,copies of which will be furnished upon request. git coincide withizjoint center Ines. 9.Digits ndsize oplate 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 • EMIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-20)-151) 129 1.4= ( 5) BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. ( ) (-70) 92 2-4= •225 204 WEBS: 2x4 KDDF STAND 2-3=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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) 7'- 2.0" -45/ 295V 0/ OH 5.50" 0.47 KDDF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 060. 2: Design checked for net(-5 psf) uplift at 24 'oc spacino.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX TC PANEL LL DEFL = 0.215" @ 3'- 7.4" Allowed = 0.469' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0,239" @ 3'- 7.6" Allowed = 0.703" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001' @ 6'- 10,3" 6-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads 6.00 D in the plane of the truss only. u) m v ligrAMIIIMIIIIIMIIMIIIIIMIMil 0 o'er 1�� SO4 M-3x4 M-1.5x3 , y ), 6-10-04 0-03-12 y /' 7-02 e. JOB NAME : 2610-B NH POLYGON - E4 �(,9%�tO 4__x..aas� Scale: 0.5003 cl (/l! y /�� WARNINGS: GENERAL NOTES,unless otherwise noted: 41./ (] 7 p7[-� -y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .92®`r-L 1--- Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at �` DES. BY: LJ 3.Additional temporary bracing to Insure stadfty during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by f WOW is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatbing(Tc)and/or drywall(BC). . r . DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ 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 SE Q. : 6054147 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f N�S` design loads be applied to any component and are for"dry condition"of use. P 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 �6 14 fabrication,handling,shipment and installation of components. necessary. / P r"11` 6.This design is furnished subject to the imitations set forth 7.Designlatesassumes adequate onne dthifac a is f truss, end b I VIII II IIII IIII VIII VIII IIII IIII IIII g 1 by 8 Plates shall be located both faces of truss, placed so their center NV TPIECA in BCSi,copies of which will be furnished upon request, lines coincide with joint center lines.9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIII I I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" 'COND. 2: Design checked for net)-5 oaf) uplift at 24 "oc spacing.' TC: 2x4 KDDF qt&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF S1ANTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LONDIOG Design conforms to main windforce-resisting IC 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, 4 or equal at non-structural (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vertical members ((ion). LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. M,M20HS,M18HS,M16 = MiTek MT series Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 6-10-04 0-03-12 T 12 6.00 M-1.5x3 1 3 -/ LO Cr)gir '' v riAINIMIIIIMIIIIMMIIIMIIMIIMIIIm o/- -I o //////////// ///////////////////////////////////////////I M-3x4 M-1.4 5x3 1, y 7-02 pc,,t) PROpen JOB NAME : 2610-B NH POLYGON - E5 sale: 0.5424 �, r._�}�t(�h g� „a WARNINGS: GENERAL NOTES,unless otherwise noted: 4.41 �� V�OOO/7 �i.-7 V� 1.Builder and erection contractor should be advised of all General Notes 1.TNs design Is based only upon the parameters shown and is for an individual '' > /(10 P E r C and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: E 5 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng 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 ,�+� DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1°m 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ..OREGON lk /id 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, r�f 1%c� �N A., design loads be applied to any component end are for"dry condition"of use. C} 1 4 1!, TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if �1 necessary. `1zb I^i yi �, 1,5 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. r''ii R 1. 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 II II VIII III I VIII VIII VIII III IIIITPIM/fCA in BC51,copies of which will be furnished upon request lines coincide with joint center lines. 8.Digits indicate size of plate In Inness. 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 g prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l,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, >n the plane of the truss only. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 1 T 1 I I M-4x4 2 I I 12 12 6.00 6.00 co o,,_ M V �O o o0 o M-3x4 M-3x4 4 y y y 9-08 1-06 JOB NAME : 2610-B NH POLYGON - F1 � a pN Qfi6s, Scale: 0.5555 (\� ”7717/9 � WARNINGS: GENERAL NOTES,unless otherwise noted: L4 !7 p/N 7" 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual u` .92 6•F-E r Truss: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+, incorporation of component is the responsibility of the building designee '" // 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s DATE: 9/9/2014 responsibility 9 continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). the overall structure is the of the buildingdesigner. 3.2x Impact bridging or lateral bracing required where shown++ �M { ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4(/ non-corrosiveSEQ. : 6054149fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, j,.. , 5.CompuTrus has no control over and assumes no responsibility for the ©N. .(,, TRANS I D: 40773 6 design loads be applied to any component. and are for"dry condition"of use. /h 6.Design assumes full bearing at all supports shown.Shim or wedge if V 1 4 0 fabrication,handling, necessary. r FRti t i' shipment and Installation of components. 7.Design assumes adequate drainage is provided. 44 1 L4 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 111111111111111 IIIIIIIIIIIIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center foes. - 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 IIIIIIIIIIIII 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 H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-28) 90 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BUG REQUIRED ERG 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 '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 IC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.097' MAX TC PANEL TL DEFL = -0.009" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.028" @ 4'- 4.6" Allowed = 0,450" MAX BC PANEL TL DEFL = -0.202" @ 5'- 10.2" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10,9" 1-11-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 CZ.. system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCOL=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. 3 -,' I/ o c", o o/- ' o >C1 ><4 1 M-3x4 y y y 1-06 'PROVIDE FULL BEARING:Jts:2,3.4I 10-00 ,W) PRO%� JOB NAME : 2610-B NH POLYGON - J1 Scale: 0,5997 t7N $ ` WARNINGS: GENERAL NOTES,unless otherwise noted: 4,4 17 �' ±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 Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bract to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et P° ry n9 2'o.c.and at 10'o.c.respectively unless braced throughout their lennggth by Marr, DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat 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++ pL �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. t), W SEQ. : 6054150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, N. A.' design loads be applied to any component. and are for"dry condition"of use. /n 4 f 7 4 TRANS I D: 407736 5.CompuTrus has no centro)over and assumes no responsibility for the 8.nDeces se assumes full bearing at all supports shown.Shim or wedge if ib tp ` c fabrication,handtn shipment and Installation of components. ry. 44^' +l ll1;4.- g, p 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII VIII VIII IIII(III TPINVTCA in BCSI,copies of which will be furnished upon request. git coincidentwith Joint te In Ines. 9.Digitssndsize of t cto(Ines. 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" O.C. 2-3=(-59) 71 TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 442V -15/ 888 5.50" 0.71 KDDF ( 625) 3'- 10.9" -191/ 167V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 84V 0/ OH 5.50" 0.13 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. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.010" @ 2'- 3.7" Allowed = 0.246" MAX TC PANEL TL DEFL = -0.039" @ 2'- 0.7" Allowed = 0.369" MAX BC PANEL LL DEFL = 0.032" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.259" @ 5'- 5.8" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3-1 1-1 1 system and components and cladding criteria. T 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=l.6, Truss designed for wind loads in the plane of the truss only. 3 S 0 N c-) O/- O/- O �<4 1 M-3x4 y y /, 1-06 (PROVIDE FULL BEARING:Jts:2,3 4I 10-00 JOB NAME : 2610-6 NH POLYGON - J2 Boole: 0,4872c.�4%"" o NRa `SIS) WARNINGS: GENERAL NOTES,unless otherwise noted: -i7rir °I- 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 7'92..P E 1- Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 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 ��YIrr is the responsibility of the erector.Additional permanent bracing of ) -�,/',A i,�mw�."- continuous sheathing such as plywood sheathing(TC)show/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++ +M 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. "f7 OREGON to SEQ. : 6054151 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,,t,!. 4i " �ob TRANS I D: 407736 �. design loads be applied to any component. and are for"dry condition"of use. 6 /5.CompuTrus has no control over end assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if 40 1 4 �P shipment and installation of components. 7.Design assumes adequate drainage is provided. 4 1,. fabrication,handling, necessary. RR}s t ., 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 I VIII II II IIIA IIII VIII(IIII VIII IIII IIIITPI/VYTCA In SCSI,copies of which will be furnished upon request. 9.tines coincide with joint center Rnes MiTek USA,InC./COmpulrus Software 7.6.6(1 L)-Elate in Inches. Digits indicate onnecto rplf a 0. FForrbasite des gn values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 IIIIIII IIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 I.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-92) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 508V -22/ 119H 5.50" 0.81 KDDF ( 625) 5'- 10.9" -176/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 93V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 osf) 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 DEFL = -0.062" @ 4'- 4.6' Allowed = 0.450" MAX BC PANEL TL DEFL = -0.346" @ 5'- 1.4" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10,9" NOTE:Design assumes moisture content does 5-11-11 not exceed 19% at time of manufacture. f 1' Design conforms to main windforce-resisting system and components and cladding criteria. 12 6,001/ -i 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=1,6, 0 Truss designed for wind loads in the plane of the truss only, v 0 co M D� O� �4 -/ D M-3x4 y y y 1-06 PROVIDE FULL BEARING•]ts:2 9.4) 10-00 � �' 0 PROFe, JOB NAME : 2610-B NH POLYGON - J3 Sale: 0.4672 ��, n �" `©*q WARNINGS: GENERAL NOTES,unless otherwise noted: 4' ! 1 0 IIIIIII 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 M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-5=(-167) 267 3-5=(-310) 193 BC: 2x4 KDDF #I&BTR SPACED 24.0" O.C. 2.3=(-368) 172 WEBS: 2x4 KDDF STAND 3-4=( -58) 27 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" -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. (COND. 2: Design checked for net(-5 paf) 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 ' MAX HORIZ. TL DEFL = 0.003' @ 9'- 8.3" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00L - 0 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �~ lTrussad duration designedfforwind o6loads in the plane of the truss only. 0 v c7 o� 'l Ill 41 v. AM M-3x4 M-1.5x3 y y y 1-06 (PROVIDE FULL BEARING;Jts:2,4.51 10-00 >, PRo/re JOB NAME : 2610-B NH POLYGON - J4 Scale: 0.4872 �� (N s� WARNINGS: GENERAL NOTES,unless otherwise noted:e . ff9 rrr�� P p Eit 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 fs 4 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. �,✓ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,...01q8,4",- DATE: '"1 ' "- �, DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*u 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. -''7 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, . 'y �D` �. design loads be applied to any component. and are for"dry condition"of use. !is, -'4,0, 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 f xy fabrication,handling, Design assumescessary. '1 /Ry` ` V shipment and installation of components. 7.Design adequate drainage is provided. 4.1w B.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 11111111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincideicatwith joint center the 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 1E111E111 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 H18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 15 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -123/ 429V -7/ 58H 5.50" 0.69 KDOF ( 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 DO) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0,1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.001/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o co of- v 111 o -/ o� 2►� 4►� 1 M-3x4 1, 1, y 1-06 2-00 !PROVIDE FULL BEARING:Jts:2,4,31 9,0 PRQF- JOB NAME : 2610-B NH POLYGON - SJ1 Scale: 0.6958 \�� '�7y" �,,p:6, WARNINGS: GENERAL NOTES,unless otherwise noted: 4J4 7,! ! t l 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 ' ,PE ti✓ SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: S J 1 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 z . 3.Additional temporary bracing to Insure stablIty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by 1011 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai�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 fIt SEQ. : 6054155 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. ^W fasteners are complete and enc.time should any loads greater than 5.Dealgnr assumes trusses are to be used In a noncorrosive environment, �/ ,<� p\�S design loads be applied to any component. and are for"dry condition"of use. 4 7 4. Y 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 �Q` necessary. �`'A'�V t SJ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Mt. 6.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 11111111111111$1111 TPI/VVTCA in BCSI,copies of which will be furnished upon request. git coincidentwith JointaIn nche. n P9.Digits Indicate size of plate in inches. EXPIRES:12/Ou1/2015 MiTek USA,jnC./Corn UTru3 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) INNThis 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 N1&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=(-73) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -115/ 440V -15/ 88H 5.50" 0.70 KDDF ( 625) 1'- 9.2" -52/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 12 COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. 6,00 BOTTOM CHORD CHECKED FOR 10PSF 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. IL 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. v Wind: 140 mph, h=20.2ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CV load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o/- o0111 o/- 2 111119.- II4 -/ M-3x4 a y y y y 1-06 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : 2610-B NH POLYGON - SJ2 , �, o 7/PR .9 , Scale: 0.7754 ' f /,Lien # WARNINGS: GENERAL NOTES,unless otherwise noted: f !Y!!/.TI{T c� rf 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®f l-G. 1•~ Truss: SJ 2 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 responsibiety of the building designer. 3.Additional temporary bracing to insure stadGty 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 is the responsibility of the erector.Additional permanent bracing of ( ) •�„/'Y r y + v' continuous sheathing such as plywood sheathing(TC)shown 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++ wl SEQ. : 60541564.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 3! OREGON (U loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,G"" 2 '� design loads be applied to any component. and are for"dry condition"of use. / 9 44. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Poll bearing at all supports shown.Shim or wedge if +.J 1 4 t}, nfabrication,handling,shipment and installation of components. Design cessary. A.� R R%` 7.Design assumes adequate drainage is press, 4' L. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIIIIIIIIIIIII VIII VIII VIII III IIIITPINVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.60 L)-E Digits indicate connector plf ete design valate In lues 10.For basic see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 VIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-104) 47 TC LATERAL SUPPORT <= 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 SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -95/ 431V -22/ 1196 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 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 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0° Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 12 6.00 7" 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 19N 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=1.6, o Truss designed for wind loads c%) in the plane of the truss only. M O,,,- .„__ 4� -> O M-3x4 I I I I 1-06 2-00 3-11-11 1PROVIQE FULL BEARING:Jts:2,4.3I 0 PRDFeS�1 JOB NAME : 2610-B NH POLYGON - SJ3 Sale: 0,6290 `� /7yvb�,p{ WARNINGS: GENERAL NOTES,unless otherwise noted: �444.t V,/,.,�� + �] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual r E Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their lengQth by rr is the 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++ nREGON� iii SEQ. : 6054157 CC 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. ryj 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, - ,r��,. � design loads be applied to any component. and are for"dry condition"at use. 1 4 �y t1�y, 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 �y , V` fabrication,handling,shipment and Installation of components. ry. �r-i!-1`L p P 7.Design assumes adequate drainage Is rovided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I El IN VIII III I 11111 VIII 11111 IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with Joint in Inches.9.Digitssoncide size of tplate eto tines. v MiTek USA,Inc./CompuTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)R ES:12/31/201.5 11111 11 VIII This design prepared from computer input by PACIFIC LUMBER-BC t LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C, 2-3=(-138) 63 TC LATERAL SUPPORT <= 12"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 SO.IN. (SPECIES) OVERHANGS: 18.0, 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 374V -301 151H 5.50" 0.60 KDDF ( 625) 1'- 9.2" -111/ 291V 0/ OH 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11,7" -90/ 193V 0/ OH 1.50" 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '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 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" 3 -/ 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 1 - 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. -4- o v co '''/- -4- /v El o,`-- -/ o 4► 1 M-3x4 y 1, 1, y 1-06 2-00 5-11-11 1PROVIDE FULL BEARING:Jts;2,4.3! JOB NAME : 2610-B NH POLYGON - SJ4 Bcale: 0.5260 <0 CD Iry RN ape, C/0 WARNINGS: GENERAL NOTES,unless otherwise noted: c � 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 4 =(�✓ 0 P L r building component.Applicability of design parameters and proper ,✓ Truss: SJ 4 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 ter. 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length fie ^�°""'" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of ( > -� po b P continuous sheathing such as plywood sheathe d throughout and/or drywall(BC).by �.. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y� OREGON /, 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A. ^V SEQ. : 6054158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, rG. ,, ,N `,. design loads be applied to any component. and are for"dry condition"of use, 1 a S TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes toll bearing et all supports shown.Shim or wedge if Ca S necessary. p7-�{t t V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �+'1!l 1L1^' 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 1141111111111111111 TPIMlrCA In SCSI,copies of which will be furnished upon request. git coincideIntwith Joint In nche. 9.Digitssndsize of tplate eIn 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 v