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Plans (23) 0 IN N N O 71 C } a m 0 0. A O O-I r., N oD D= 0) g n — Z7O N 2 Z W z Z _ o 391-6" 16,x" E Hz ,. o < 121-6 VT 1 .«, B1 7 a N m A Fin v-i B2 (') m z z Z �n to ry 3 m I �'— - - - --.- > -. _ °° m w "f / I, Iw l m NO�m % ' B3 o0,pg6n5gOO i t — 112" 10'-6 it Zm2OZCO2 B4 (4) co 0022Nr22 -I .A 1 n' gomyp�6A�gm CQ 74.4 MMO ea a N2.I- WO 7BJ \ —a- )V O . .(lc,,, cr Ptsc a"i 16,-6" ',42 to 11 2'-0� 3T-6 56'-0' N In .1 ® CONFORMS TO DESIGN CONCEPT e ("`� CONFORMS TO DESIGN CONCEPT WITH ❑X CONFORMS TO DESIGN CONCEPT Q,� I— CONFORMS TO DESIGN CONCEPT WITH r, as ) b' REVISIONS AS SHOWN � REVISIONS NOTED ""`� E NON CONFORMING-REVISE AND RESUBMIT 0 NON-CONFORMING-REVISE&RESUBMIT = C� THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAmNG HAS BEEN REVIEWED FOR GENERAL CONFORMANCE " ,.''- R Ell . 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH DESIGN CONCEPT ONLY AND DOES NOT PELIEVE THE '. 0 . FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN �. -::i`c 1A♦ DRAWINGS SPEC,IFICAIIONS,AND APPLICABLE CODES,RLI.OF WHICH HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIORITY OVER THIS S"OP DRAWING. * •o' H OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By Alexia Fukui Date 9/22/14 - �'� MiLBRANDT ARCHITECTS ' By: Todd A. Eaton Date: September 19, 2014 _� -4 mg § CT ENGINEERING INC • ,-t o o m r IVzN0T/c 07 2• OsiO O O el m 6D D=' 0 9n � Z n. O A, o D 2 z al m Z O Cr 4 O 2. = o z 56'-0' m �2'-0 i 3r-6' 16'-6" rn n a m y r _,g 7.5m 3 W c ° II _"--..„...,,...7,...„,,............ ....„...„ 1 r r CA 44 / I (4) m °z z no w 1a-6112" o 5 co �,... ki a 2T yo b -- - -\ - - i� N a yflhi Wan g.d4,„.„, ink &_..„ „,_ ok" „... . . Fa' cAg-log Q p” 6_y8y6 SrZZO�� r.__��- `G z 8ON n N 21 m 1I>7 B. w MIV� V ° T n ` r \ 3 -�I r - 114 I/Y I B1 < teed 7Q a C' r -I N ® CONFORMS TO CTrN CnNCFPT '6" 16'-6" � (1 CONFORMS TO ESICN CONCEPT WITH REVISIONS AS SHOWN CONFORMS TO DESIGN CONCEPT C NON-CONFORMING-REVISE AND RESUBMIT ❑ CONFORMS TO DESIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE REVISIONS NOTED 13 3 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ❑ NON-CONFORMING—REVISE&RESUBMIT v FABRICATOR/VENDOA OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY rl+ls SHOP DE DRAWING HAS BEEN REVIEWEDFOR GENERAL.CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOTRELIEVE THE .� a OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WRH DESIGN 'A zz By: Todd R. Eaton Date: September 19, 2014 PprOWRIINTVOVERTHISSHOPDPAw'INGICATIONS,AND �Pt14gBLE CODHS.ALL OF WHICH NAVE In § CT ENGINEERING INC By AlexiaFukui Date 9/22/14 MILBRANDT ARCHITECTS 0 r tia i MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). ttv r, r t ,, �_. :.9 .40, , t 7 11µ l��Fi3 F 10/f`(f EXPIRES 61301) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,) TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to 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 Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Cnnect8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat,2, Exp.B, MWFRS, interior zone, load duration factor=1,6„ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals, Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T 12 HM-4x4 12 14.00/ ii \14.00 0 0 of 411111111111L 2 o 0 0 M-3x4 M-3x4 1-00 17-00 1-00 JOB NAME : 2610-A NH POLYGON - Al .1•C' PN oF�V Scale: 0.2680 ”77 c p� WARNINGS: GhRAe NOTES,unlessonly upon otherwise noted: `9 11 P E q 1.builder and erection contractor should be advised of all General Notes 1.This design is based upon the parameters shown and Is for an Individual '� 7 F"'G. Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /e tir 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such ativ ly unless braced throughout their length by 40 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood Ing(TC)and/or drywal C). `„Pa.- DATE: 9/9/2014 pa nr e 3.2x Impact bridging or lateral bracing required where shown++ s SC/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1! OREGON 1(/ E Q loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,G- 'If 2�\��A. TRANS I D: 407735 design loads be applied to any component. and are for"dry condition"of use. '" 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 V 14 �P fabrication,handli necessary. ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. /4F111.‘,-,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 MINI VIII VIII 1110 111111 VIII III MTITa SA /CO puT of wfs( Software 7Xch will be 16.6(1 L)E nished upon request. 10. joint 9.Digits indicate size of plate In Inches.For connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 r 111 IIIIIII This design prepared from computer input by "y PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 17-00-00 GIRDER SUPPORTING 37.08-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6606) 932 1- 6=(-660) 4010 6- 2=( -372) 3060 BC: 2x8 KDDF #1&BTR 2- 3=(-4470) 640 6- 7=(-656) 3990 2- 7=(-1914) 270 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4470) 640 7- 8=(-656) 3990 7- 3=( -834) 6404 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6606) 932 8- 5=(-660) 4010 7- 4=(-1914) 270 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 17'- 0.0" V 4- 8=( -372) 3060 BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 17'- 0.0' V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -974/ 7051V -243/ 243H 5.50" 11.28 KDDF ( 625) Connector plate prefix designators: 17'- 0.0" -974/ 7051V -243/ 243H 5.50" 11.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.054" @ 8'- 6.0" Allowed = 0.804" nails staggered at: MAX TL CREEP DEFL = -0.109" @ 8'- 6.0" Allowed = 1.072" 9" oc in 1 row(s) throughout 2x4 top chords, 6' oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.012' @ 16'- 6.5" 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.020' @ 16'- 6.5" 9" oc in 2 raw(s) throughout 2x6 webs. NOTE: Design assumes moisture content does 8-06 8-06 not to exceed 19% at time of manufacture. 1' 4-07-14 3-10-02 3-10-02 4-07-14 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 7M 5x6 Enclosed, Cat.2, Exp.B, MWFRS, 14.00 14.00 interior zone, load duration factor=l.6„ 35.0" Truss designed for wind loads VVin the plane of the truss only. l M-3x6 M-3x6 M-7x16 �M-7x16 1 Ake o it; V, io��MIM�®IMMEI �M I o 0 1 M 3x10 =M -10x10 M- 3x10 0 I y ), I I 4-06-02 3-11-14 3-11-14 4-06-02 ,1 I 17-00 WEDGE REQUIRED AT HEEL(S). ,i\�,0 PR OF�� JOB NAME : 2610-A NH POLYGON - A2 Scale: 0.2151 o WARNINGS: GENERAL NOTES,unless otherwise noted: t - !7 PEI 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 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� Truss: A2incorporation of component Is the responsibility of the building designer. / 2.2x4 compression web bredng 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 consWctlon 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ''*4-141;1411"::4'1, �ImP > 4090100* DES. BY: MJ 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++ OREGON l 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, �J ,�b �I SEQ. : 6054121 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, �� '� 7 4 Z. "'� design loads be applied to any component. end are for"dry condieon'of use. TRANS I D: 407735 5.CompuTros has no control over and assumes no responsibility for the 6.Designassumes NII bearing at all supports shown.Shim or wedge If �P ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �rT R `' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11101111111111111 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be 7.6.6(1 upon request. 9.!Digits indines icate sizede with ofplate innt rinches. 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:12131/2015 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main win dforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, Connector plate prefix designators: interior zone, load duration factor=1,6„ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series LIMITEDSTORAGE DOES NOT APPLY DUE TO THE BE REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEINGNIAL MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 18-09 18-09 complete specifications. 12-06-01 6-02-14 6-02-15 12-06-02 12 TIM-4x4 12 7.00 p 2 Q7.00 Nitliiii M-3x5(5) M-3x5(S) Mp 11) to 0 0 v 0 4 o 0 M-3x5(S) o M-3x4 M-3x4 1- 1, /, 18-09 18-09 1, 1, ). 37-06 1.00 JOB NAME : 2610-A NH POLYGON - B1 Scale: 0.2285 �5•(` t© ?N o,�`ss WARNINGS: GENERAL NOTES,unlessCI 7 otherwise noted: (�rrr��� E�c- p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .7G,,F-.C- r Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. _% 3.Additional temporary bracing to Insure stebilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fs ' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tiff Cr.DATE: 9/9/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C 4.No load should be appaed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -f>' OREGON a STRANS I D: 407735 <1/ E loadsG greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if ,Q 4 j 1 4 ZO �-+�." 5.CompuTrus has no control over and assumes no responsibility for the �y fabrication,handling, necessary. shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 4fer4 R V L 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII 101111111111 IIIVIIIVIII VIII Mil TPIMlTCA In BCSI,copies of which will be furnished upon request. lines coincide withjoint center nche. ' 9.Digits indicate size offpplatetein 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 1EIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=(-5824) 1802 1.10=(-1553) 5106 10- 2=( -904) 3278 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2500) 750 10-11=(-1511) 4952 2.11=(-3100) 978 WEBS: 2x4 KDDF STAND; 3- 4=(-2499) 736 11-12=( -546) 1802 11- 3=( -315) 139 2x4 KDDF #1&BTR A LOADING 4- 5=(-1842) 564 12-13=( -593) 1977 11- 4=( -149) 698 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1682) 585 13- 8=( -704) 2353 4.12=( -633) 249 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2644) 745 12- 5=( -297) 1506 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 7- 8=(-2873) 910 12- 6=( -707) 245 8- 9=( -34) 57 6-13=( -18) 550 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 13- 7=( -269) 174 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -217/ 1738V -270/ 270H 5.50' 2.78 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 37'- 6.0' -242/ 1871V -270/ 270H 5.50' 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.317" @ 5'- 6.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.582" @ 5'- 6.0" Allowed = 2.439" 18-09 18-09 MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133' 5-07-12 5-00-08 3-11-08 4-01-04 6-01-02 6-01-02 6-06-11 MAX HORIZ. LL DEFL = 0.199' @ 37'- 0.5' T ' 4' 1' 4' '( '1 '' MAX HORIZ. TL DEFL = 0.310' @ 37'- 0.5" 12 M-4x6 12 NOTE: Design assumes moisture content does 7.00 Q 7.00 not to exceed 19% at time of manufacture. 4.0" 5 ,(-,( Design conforms to main windforce-resisting ,\ system and components and cladding criteria. M-5X6(5) Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, M-3x4 3.1 Enclosed, Cat.2, Exp.B, MWFRS, M-5x6(S) interior zone, load duration factor=1.6„ 0.25" Truss designed for wind loads 0.25" 1t in the plane of the truss only. 0 +1 M-1.5x3 M-5x8 + +. as r--,*-- S-7x14 `�_ -i ..in o 0 ,1);• 1** 11 1 13 0 o M-3x10 a 4 0o M-7x8 �•25" M-3x4 M-3x6 0 12 4.00 I .. M-5x8(S) WEDGE REQUIRED AT HEEL(S). 12 y y y y y )' y 5-06 , 5-00-08 , 8-02-08 9-05-07 9-03-09 y y y 5-06 5-00-08 26-11-080Q 37-06 1-00 <<.,Y' 6'42 pRi?F�es JOB NAME: 2610-A NH POLYGON - B2 Scale: 0.1674 ‹'a .�y�{(7(�"� so WARNINGS: GENERAL NOTES,unless otherwise noted: ,42...Z� . " 7 /ITT -Y1. 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,,I E r Truss: 62 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: MJ 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 �"fir. • DATE 9/9/2014 continuous sheathing such as plywood sheathing(TC)and/or drywell�C). go /,' the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �.y 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. SEQ. : 6 05 4123 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 Q Gi design loads be applied to any component. and are for"dry condition"of use. 4 t 4 TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge if ` �Q necessary. Ft R i t- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. Digs coincideInWith jointf center lines. 9.Digitssndsize oplate in Inches. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12131/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1$BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2850) 937 1- 9=(-734) 2335 2- 9=(-274) 191 BC: 2x4 KDDF N1$BTR SPACED 24.0' O.C. 2- 3=(-2608) 761 9-10=(-604) 1967 9- 3=( -23) 541 WEBS: 2x4 KDDF STAND 3- 4=(-1864) 598 10.11=(-602) 1967 3.10=(-717) 245 LOADING 4- 5=(-1864) 598 11- 7=(-716) 2331 10- 4c(-272) 1440 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2606) 749 10- 5=(-716) 240 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2848) 924 5.11+1 -10) 539 TOTAL LOAD = 42.0 PSF 7- 8=( -34) 57 11- 6=(-271) 175 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Cnnect8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0' -217/ 1744V -270/ 270H 5.50' 2.79 KDOF ( 625) M,M20HS,M18HS,(orM16 = Mprek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 6.0" -242/ 1861V -270/ 270H 5.50" 2.98 KDDF ( 625) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.145' @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.263' @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5' MAX HORIZ. TL DEFL = 0.100' @ 37'- 0.5" 18-09 18-09 NOTE: Design assumes moisture content does 1' T T not to exceed 19% at time of manufacture. 6-06-11 6-01-02 6-01-02 6-01-02 6-01.02 6-06.11 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.0017 M-4x6 Q 7.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 4 ,"4' interior zone, load duration factor=1.6„ Truss designed for wind loads M 5x6(S) Ni M-5x6(S) in the plane of the truss only. 0.25" 0.25" �,. f. /1\ M-1"5x3 M-1.5x3 + Lo u) 0 0 o 11.. 10 'r T 11 0 0 1M-3x6 M-3x4 0.25" M-3x4 M-3x6 0 M-5x8(S) ; y ), y ), y 9-07-05 9-01-11 9-01-11 9-07-05 y y 37-06 1-00 �`t° PROpr. JOB NAME : 2610-A NH POLYGON - B3 Scale; 0.,674 ,� o WARNINGS: GENERAL NOTES,unless otherwise noted: 4444 2. /17 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual =9G, I7 E r Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 0/r! ' 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bradng to insure stadlty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.such a respectively unless braced throughout their length by ,.. , +�4s� Po continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i C. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ C/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 ^V SEQ. : 6054124 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L, ��i 2.0 4. A. design loads be applied to any component. and are for"dry condition"of use. v -7 1 4 �", TRANS I D: 407735 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 iI� {� fabrication,handlnecessary. `� ' t V ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. C {.{„4 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 111111 VIII VIII VIII VIII VIII VIII(III(IIITPI WfCA in SCSI,copies of which will be burnished upon request. 9 lines indicate sizejoint Inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1. 2=( -34) 57 2-10=(-713) 2331 3-10=(-271) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2847) 920 10.11=(-598) 1966 10- 4=( -10) 539 WEBS: 2x4 KDDF STAND 3- 4=(-2605) 746 11.12=(-598) 1966 4-11=(-716) 240 LOADING 4- 5=(-1863) 594 12- 8=(-713) 2331 11- 5=(-268) 1439 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1863) 594 11- 6=(-716) 240 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2605) 746 6.12=( -10) 539 TOTAL LOAD = 42.0 PSF 7- 8=(-2847) 920 12- 7=(-271) 175 OVERHANGS: 12.0" 12.0" 8- 9=( -34) 57 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -241/ 1858V -270/ 270H 5.50' 2.97 KDDF ( 625) 37'- 6.0" -241/ 1858V -270/ 270H 5.50' 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinp.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.144" @ 18'- 9.0' Allowed = 1.829" MAX TL CREEP DEFL = -0.263" @ 18'- 9.0' Allowed = 2.439' MAX LL DEFL = -0.002' @ 38'- 6.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133' 18-09 18-09 MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" 1' , ,' MAX HORIZ. TL DEFL = 0.100' @ 37'- 0.5' 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 7.00 M-4x6 Q 7 OD Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 "X Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-5x6(S) 141411141 M-5x6(S) interior zone, load duration factor=l.6„ 3,1 Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" a1 40 +I M-1.5x3 /\ .M-1.5x3 .11111 \ / to o r') vo a r o 1 12 v o M-3x6 M-3 i x4 10.25" M-3x4 M-3x6 c' M-5x8(S) y 1, i' 1, y y y 9-07-05 9-01-11 9-01-11 9-07-05 y y 1-00 37-06 1-00 ��>r0 PROpes JOB NAME: 2610-A NH POLYGON - B4 5� IN �y si Scale: 0.1625 ''.7 ^7/yp o� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 �AAAlrrr/��� p7c-, p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ' 1 r-E Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,a�a . DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length byAa. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). • -. CC DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON��, ,((f S E Q L 'tl design loads be applied to any component. and are for"dry condition"of use. �jy, ) i 2.0 �4 TRANS I D: 407735 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 Viiie �y fabrication,handling,shipment and Installation of components. necessary.7. provided.s R R t` ` V 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locaten assumes gd on both faces drainage of truss,and placed so their center 1 b1+ lin s e with 1111111111111111111 MTe USA,lnaIPAFTCA in sCornpUTrus I,copies of ISoftw a 7,6.6)1 L)E request. 10 For basic coon ectoroplate design values see ESR-1311,ESR-1988(MiTek) / int center Ines. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.) TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF //ABTA SPACED 24.0" O.C. not to exceed 1996 at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main win dfarce-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 Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind; 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, considered for this design. Enclosed, Cat.2, Exp.B, MWFRS, LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=l.6„ Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loadsTn the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 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. 18-09 18-09 < < 1' 12-06-01 6-02-15 6-02-15 12-06-01 T T 12 IIM-4x4 12 3 Q 7.00 7.00 17- Nil M-3x5(S) M-3x5(S) rn . 4 c2 +. 4 o ! .,,,,,,,,.,.,,.,,,,,,,,,,,,,,,,,,,,,,,,,,,, ii .,..,,.,.,. o o M-3x5( S) o M-3x4 M-3x4 ), 1, y 18-09 18-09 ,i, ,1 .1 ) 1-00 37-06 1-00 PROFe� JOB NAME : 2610-A NH POLYGON - B5 Scale: 0.2247 \� (fi t/ 7 u/ WARNINGS: GENERAL NOTES,unless otherwise noted: • l "9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' :92110PE r and Warnings before construction commences. building component.Applicability of design parameters end proper .r Truss: Et5incorporation of component is the responsibility of the building designer. 11r r"'� 2.204 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 construction4'o.c.end at 10'o.c.respectively unless braced throughout their le lh by awe , 41/ DES. BY: MJ Is the responsibility of erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). *y Y�IPMP fx" 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 j.4 SEQ. : 6 054126 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 1} fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1". -%O ZQN design loads be applied to any component. and ere for"dry condition"of use. O 1 4 1y TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6'nDecessa assumes full bearing at all supports shown.Shim or wedge if Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Alli? R 111"' VV. 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 IIIIIII VIII VIII VIII VIII VIII VIII(III(III7PIANfCA in BCSI,copies of which ft be furnished upon request. 9.(ines Digits indicde ate sizejof plate inr Ines.. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12131/2015 • 111IIIIIII This design prepared from computer input by ` PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing,] IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C, not to 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 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6„ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. T 1' 1' 12a M-4x4 12 6.003 Q 6.00 rw O O -4-t Ow '5111411111 Or c, %/l///l//!/////////IIIJI///////I//I///////////I////////////////i///1/ J////II///// /////////////////!/I/1I//I//I//I//////////////TTTTJITTTIII/I/////////////// O O M-3x5(S) M-3x4 M-3x4 1, 1, 1, 12-00 10-00 ), .1 1, )' 1-00 22-00 1-00 ,�>,0 PRO4 NAME : 2610-A NH POLYGON - Cl Scale: 0.3653 ��, ' .7/17//7n "TrusWARNINGS: GENERAL NOTES,unless otherwise noted: '�,� n �/ - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual =921t P E 1- Truss: s: C1 and Warnings before construction commences. building component Applicability of design parameters and proper r /' 2.2x4 compression web bradng 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 et DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c,and at 10'htt,respectively unless braced throughout their length by v,�e Po ty continuous sheathing such as plywood sheathing(TC)and/or drywagr ec). DATE• 9/9/2014 the overall structure is the responsibility of the building designer. 3.Zr impact bridging or lateral bradng required where shown r.a OREGON /��"" 4.No load should be appked to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1: 4t '"4/ SEQ. : 6 05 4127 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �� '.4 t J O�� and are for"dry condition"of use. /t t' _x„ "�- design loads be applied to any component Q - 1 4 TRANS I D: 407735 S CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If A �� fabrication,handling,shipment and Installation of components. necessary. .f�-,R t, 7.Design assumes adequate drainage is rand. rl f-714 9 q 8.This design is furnished subject to the Fmilatlons set forth8.Plates shall be located on both faces of truss, placed so their center g1 by 111111111111111111 TPIIWTCA In BCSI,copies of which will be furnished upon request. git cindciat withizjoint center nche. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 1111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(.501) 1261 3. 8=(-311) 207 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2- 3=(-1504) 634 8- 9=(-339) 834 8- 4=( -98) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 499 9- 6=(-501) 1261 4- 9=( -98) 492 LOADING 4- 5=(-1318) 499 9- 5=(-311) 207 TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 634 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -36) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -130/ 130H 5.50" 1.66 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1038V -130/ 130H 5.50" 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP :COND. 2: Design checked for net(-5 osf) 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 = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.045" @ 7'- 6.2' Allowed = 1.054' MAX TL CREEP DEFL = -0.088' @ 14'- 5.8" Allowed = 1.406' MAX LL DEFL = -0.002" @ 23'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 23'- 0.0' Allowed = 0.133' 11-00 11-00 MAX HORIZ. LL DEFL = -0.019' @ 21'- 6.5" MAX HORIZ. TL DEFL = 0.030' @ 21'- 6.5' 5-09-04 5-02-12 5-02-12 5-09-04 NOTE: Design assumes moisture content does T T T T T not to exceed 1996 at time of manufacture. 12 12 6.00 M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 '&1f Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, u Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1,6„ Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 coAllilliklii...." 9, v0.4111114 ''" o o - 8 9 O M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O 7-06-03 6-11-11 7-06-03 1, y ), 12-00 10-00 )' )' )' )' 1-00 22-00 1-00 JOB NAME : 2610-A NH POLYGON - C2 ,c<0,-taP�Q�� Scale: 0.265tiq// S% WARNINGS: GENERAL NOTES,unless otherwise noted: �f/'(p7 kr -17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is loran individual 4 .7 9 •r-E r building component.Applicability of design parameters and proper Truss: C2 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 �y�. 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4.�" DES. BY: MJ is the responsib'l'y of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). "a'. CC DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. SEQ. : 6054128 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ "+74 O 4 '� and are for"dry condition"of use. �.- `4^' design loads be applied to any component. 14 TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q� fabrication,handling,shipment and installation of components. nesessary. �y r-�Wilt,.t{ Ce' P P 7.Design assumes adequate drainage is provided. 4/t+"i Ty i 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 VIII VIII VIII VIII VIII VIII IIIIIIITPINJfCA in BCSI,copies of which will be furnished upon request. 9.(Digits indicate size)ofnplate inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015