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E ' QX CONFORMS TO DESIGN CONCEPT s 1 -. _ �X�L e. - //++ §Q ` CONFORMS TO DESIGN CONCEPT WITH <f0114a W. i " REVISIONS NOTED C1''LLGE' \ 0 NON-CONFORMING-REVISE&RESUBMIT ew-4.PLATE �G THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN COUTEPT ONLY AND DOES NOT RELIEVE THE D1FFERANCE T-3 114' FABRICATORNENDORR Of RESP,ONSIBIUTY FOR CONFORMANCE WITH DESIGN DRAWINGS.SPECIFICATIONS.AND APPLICABLS CODES.ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. 1'2i5 1(2' By David R Burnett Date 10/6/14 MILBRANDT ARCHITECTS ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 09/08/14 TRUSS CALCULATIONS AND PROJECT TITLE.' REVISION-1: DRAWINGSS FORsALL FURTHER INFORMATION.BUILDINGVOT NO Ulliniker . 4-A NH KD DESINFORMATIN. RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNERIFNGINEER OF RECORD TO 4-A NH / A CHECKED BY: REVIEW AND APPROVE OF ALL ,1 COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. T/ Y 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r �o 1-1 aza m E Li-' a a W c. > dJ o u W LU Q 0`-J LL oZ oZLn a. 0 O O " Z- oOT /, wi. 0 HG zce EU a�oc .CW .W� i 1 1-:" m cId Z = z- 5OO I• I 0 oa CC O =U"_." o w U? V'7 V) LL _o n z Z a 0 4 d ' Z O O O H O o z a UQ , a Z ;n; a:,,7' ,2 W 1 1 15:11 QX CONFORMS TO DESIGN CONCEPT DCONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED ❑ NON-CONFORMING–REVISE&RESUBMIT ' THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ' FABRICA.TORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN j ''.. DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WI EC-1 HAVE 6.25/12 PRIORITY OVER THIS SHOP DRAWING. By David R Burnett Date 10/6/14 4 MILBRANDT ARCHITECTS En H— — ; i I w 6.Z!12 ury 0 :0 , mCO CO x B1 A) , ll 1 � E5:: i - : / ! :!2 , : 1 1 vr _ / C2 ) vsgy< I Ci 14:17 AGE - 7-4"PLATE Cl GE aFFERAN E 73114 r 1 1'51{2" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 09/08/14 PTRRUUSS CAALLCULLATIOONNS ANDD ENGINEERED STRUCTURAL -.. . PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL OFFURTHER Pawl • u � 4-A NH KD INFORMATION.BUILDING DE RESPONSIBLE FOR N RECORD PLAN: be RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 4-A NH / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL I DELIVERY LOCATION: SCALE: REVISION-3: DESIGNSPwoRTOCONSTRUCTION. ! `•`.T?; 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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 ail bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES,unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MTek). . 11( Ott}PritIC, 4:64*. '�� s 1. T y xm i ,s}.,.(�'",� +"''1•.;: ' ,.f,° '), esti` s�3 . may A i 2 .�4 ip 2043' a ,.r .>J L7 , r i!irC i014/ EXPIRES 1 ; l6 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-11-00 GIRDER SUPPORTING 45-06-00 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) 86 2- 8=(-712) 3076 2- 3=(-5662 1266 BC: 2x8 KDDF #1&BTR 2- 3=(-5662 126 8- 9=1.706) 3054 8- 3=( -582) 2678 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3698) 932 9.10=(-624) 3054 3- 9=(-1184) 378 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-3698) 932 10- 6=(-628) 3076 9- 4=(-1344) 5302 TC UNIF 378 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL) 543.8)+DL( 389.8+DL( `= 933.5 PLF 0'- 0.0" TO 12'- 11.0" V 6- 7=;-5660) 1286 5-10=)66 9- -580) 2678 BC LATERAL SUPPORT <= 12'OC. UON. 5- 6=(-5662) 1266 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0' 12.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1508/ 6556V -238/ 238H 5.50" 10.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12'- 11.0' -1508/ 6556V 0/ OH 5.50" 10.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. 'COND. 2: Design checked for nett-5 Oaf) uplift at 24 "oc spacing.) ', . Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100" 5' oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' XX9' oc in 2 row(s) throughout 2x6 webs, MAX LL DEFL = -0.025" @ 8'- 5.5" Allowed = 0.600' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.050" @ 6'- 5.5" Allowed = 0.800" 6-05-08 6-05-08MAX LL DEFL = -0.001' @ 13'- 11.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.001' @ 13'- 11.0' Allowed = 0.133" 3-03-02 3-02-06 3-00-10 3-04-14 MAX HORIZ. LL DEFL = 0.007' @ 12'- 5.5" T '1 1' '( - MAX HORIZ. TL DEFL = 0.011" @ 12'- 5.5' 12 M-4x6 12DESIGN ASSUMES MOISTURE CONTENT DOES 14.007 „ \VI 14.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4 4.0 Design conforms to main windforce-resisting Aq i system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • �„ (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x12 M-4x12 N.m M-1.5x3 M-1.k.5x3 GM I ma I =7 o,_ 1�®M-12x�14 M- 1I�0 1®�0x10 M- 10 E M-12x1® y,o 4 J, 1, 1, ), 3-03-02 3-02-06 3-02-06 3-03-02 1, ), y ), 1-00 12-11 1-00 ,�,;aca PR are JOB NAME : POLYGON 4-A NH - AG 5� �INS si Scale: 0.2499 , 0 �`9 8/E WARNINGS: GENERAL NOTES,unless otherwise noted: f� pp C �1,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .721 4 i-.E Truss: AG and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure steNNty during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by WIPP' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin C and/or d WM4' Cr the overaN structure is the responsibility of the designer. 3.2x Impact bridging r lateral required where a shown+drywall(BC). DATE: 9/8/2014 building g eng bracing q 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. "}r OREGON �(,/' SEQ. : 6052929 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L? �ii 0'.‘ �. design loads be applied to any component end are for"dry condition"of use. Q _7 14 14' 2. �y,'�+ TRANS I D: 407653 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, necessary. R H I` V np,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 canter IIIIII II IIII I I(III IIID VIII II I IIII TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincideintwith Jointcenternche. y 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(Weir) EXPIRES:12/31/2015 11110 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 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) 52 2.12=(-1145) 3412 3.12=) -243) 295 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3743) 1459 12.13= -912) 3044 12- 4=( -161) 480 WEBS: 2x4 KDDF STAND 3- 4=(-3577) 1465 13.14=) -700) 2590 4-13=( -569) 346 LOADING 4- 5=(-2976) 1320 14-15=) -713) 2453 13- 5=( -204) 792 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2278) 1172 15-16=( -924) 2817 5.14=(-1009) 554 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2278 1172 16-10=(-1152) 3185 14- 6=( -788) 1764 TOTAL LOAD = 42.0 PSF 7- 8=(-2976) 1320 14- 7=(-1010) 554 OVERHANGS: 12.0' 12.0" 8- 9=(-3577) 1465 7.15=( -204) 793 1 LL = 25 PSF Ground Snow (Pg) 9-10=(-3744) 1459 15- 8=( -569) 346 Connector plate prefix designators: 10-11=) 0) 52 8.16=( -161) 481 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=( -243 295 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -367/ 2172V -304/ 304H 5.50" 3.48 KDDF ( 625) 49'- 0.0' -367/ 2172V 0/ OH 5.50" 3.48 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc smacing.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 = 0.258' @ 24'- 6.0' Allowed = 2.404' MAX TL CREEP DEFL = -0.490' @ 16'- 6.1" Allowed = 3.206" MAX LL DEFL = -0.002' @ 50'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ 50'- 0.0' Allowed = 0.133' MAX HORIZ. LL DEFL = 0.108" @ 48'- 6.5' 24-06 24-06 MAX HORIZ. TL DEFL = 0.176" @ 48'- 6.5" T T T DESIGN ASSUMES MOISTURE CONTENT DOES 6-05-12 5-11-08 5-11-08 6-01-04 6-01-04 5-11-08 5-11-08 6-05-12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.25 M-4x6 12 6.25 system and components and cladding criteria. 4.0" Wind: 140 mphh=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /- 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,e10 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 M-5x6(S) 5 M-5x6(S) • 0 0.25" 0.25" 0 c; M-1.5x33 /) M-1.5x3 co \ / CO v o 1000 121.3'( 14 '(1i5 16 -..�1 0 o M-3x8 M-3x4 .25" M-3x8 0.25 M-3x4 M-3x8 0 M-5x8(S)y y(S) M-5 y(S) y y /- 1- J, y 8-06-03 7-11-15 7-11-15 7-11-15 7-11-15 8-06-03 y y 1-00 49-00 1-00 ��_co PROPe JOB NAME : POLYGON 4-A NH - B1 Scale: 0.1287 � IN WARNINGS: GENERAL NOTES,unless otherwise noted: 774.54M9 C.11' kr. - 0 0 B1 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 individualt. =92,0 P E 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 stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �,�1�� DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by /,�, /aa" fp ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. _re �. DATE: 9/8/2014 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 an bracing end 4.Installation of truss is the responsibility of the respective contractor. -}7 OREGON W' SEQ. : 6052930 fasteners are complete and at no time should any loads greeter then 5.Design assumes trusses are to be used In a non corrosive environment, L/ �l;9 QNt` / design beds be applied to any component. and are for"dry condition"of use. Q /4 2, 4 TRANS I D: 407653 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �� necessary. fabrication,handling, rayb i shipment and installation of components. 7.Design assumes adequate drainage is provided. r7 r710- 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with jointanr lines. 9.Digits indicate size offpplatete 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 1E1 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc ssacing,I TC: 2x4 KDDF g188TR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF g188TR 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mphh=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Connector plate prefix designators: Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in theplane of the truss only. = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 24-06 24-06 12-03-10 12-02-06 12-02-06 12-03-10 T T 12 IIM-4x4 12 6.25 l . ar Q 6.25 LO M-3x5(S) M 3x5(S) V O1., CO CO Ad11111l liii.Ill . . . . . . . . . . .1. AM-3x5(5) o M-3x4 M-3x4 1, 1, 1, y 16-06-01 15-11-13 16-06-01 y y y y 1-00 49-00 ��tb,c 0 PROPet,�' JOB NAME : POLYGON 4-A NH - B GE1 Scale: 0.,660 5 INE.,04,},� WARNINGS: GENERAL NOTES,unless otherwise noted: ' 'f�' ��-p'C q 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an Individual Q' =�72$•!-..t� { Truss: B GE 1 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2z4 compression web bradng must be Instated where shown+• incorporation of component is the responsibiity of the building designer. F �// Additional temporary bredng to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 3.Addi ..a1�. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +�/ar�'^ DES. BY: BSIs the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). ' - yy. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ I 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. 7OREGON 4./ SEQ. : 6052931 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, G� -if \� k TRANS I D: 407653 design loads be applied to any component. and are for"dry full ben"of use. 14 2 t,y..4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. M".f�'' ) R l t.�- 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 1111 nil IIIIIII(III VIII III)IIII TPInn7rCA In SCSI,copies of which will be furnished upon request. Digs cindicawith Joan lines. 9.Digits indicate size off pplatete iinches. nchee s. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.0' 'COND. 2: Design checked for net(-5 oafl uplift at 24 "oc spacing.' TC: 2x4 KDDF M1&BTA LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <0 12"OC. UON. LOADING Design conforms to main wlndforce-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 P considered for this design. Wind: 140 m h, h=23.3ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 6-05-08 6-05-08 DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. 12 IIM-4x4 12 /— 14.001/ i► \14.00 IA 0 ro 0 C f —/ o 44' 1 00 5 y y y )' 1-00 12-11 1-00 JOB NAME : POLYGON 4-A NH - A GE 5��� � INS �`�si Scale: 0.3258 \ s 7451. / /flj9 �? WARNINGS: GENERAL NOTES,unless otherwise noted: 7, �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••P E Truss: A GE and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+. Incorporation of component is the responsiblty of the building designer. ,..4111",......"'" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at D ES. BY: BS2'o.c.and at 10'o.c.such ativ y 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 drywalC). CC !" DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�� SEQ. : /� 4.No load should be appNed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ^V SE Q. : 6052932 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 7d Q� Ai. design loads be applied to any component. and are for"dry condition"of use. /v _7 ' 14 12, �^ . TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If /+A{r�_� {� fabrication,handling,shipment and installation of components. 7.Design anecessassumes adequate drainage Is provided. "C J 8`�,,, v 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center VIII 11 111 111 VIII VIII VIII III Ell TPIIWfCA in BCSI,copies of which will be furnished upon request, lines coincidewith jointain Ines. Dig 9.Digits Indicate size offplatete inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 49'- 0.0" [COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.] TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N16BTA 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 <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Unbalanced live loads have been TOTAL LOAD = 42.0 PSF considered for this design. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All ), Enclosed, Cat,2, Exp.B, MWFAS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 24-06 24-06 1 12-03-10 12-02-06 12-02-06 12-03-10 12 TIM-4x4 12 s-- 6.25[7' • Q 6.25 o M-3x5(S) %iiiiiiiiiiiiii11 M-3x5(S) 0ifl c) 1 1 1 1111I1111111111111111111111111\ 4o .. �' o o M-3x5(5) M-3x5(5) o M-3x4 M-3x4 y ), y J, y 16-06-01 15-11-13 16-06-01 y y 49-00 gyp` 0 PROF�6, JOB NAME : POLYGON 4-A NH - B GE2 5< INS si Scale: 0.1697 `' WARNINGS: GENERAL NOTES,unless otherwise noted: 4444 ��/ 157 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t' T(] /P E f Truss: B GE2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braving must be Installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary braving to insure staNAty during construction 2.Design assumes the top and bottom chords to be laterally braced at 10911101". DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by d.fir po aN continuous sheathing such as plywood sheathing(TC)and/or drywal C). O r"tCr. DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L OREGON �t 4.No load should be applied ed to any component until after all braving and 4.Installation of trues Is the responsibility of the respective contractor. >k ^V SEQ. : 6052933 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, TRANS I D: 407653 -4), 0-N .. i design loads be applied to any component and are for"dry condition"of use. Q 14 2. b, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary.aa. C•��R I_� P Po 7.Design assumes adequateated drainage Is provided.t , CC r-t 8.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II II VIII VIII VIII 1111 TPIIWTCA in BCSI,copies of which will be furnished upon request. linescoindde with joint center lines. in 9.Digits indicate size of platete in inches. MiTek USA,Inc./CoropuTrum 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 49'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1- 2=(-7370) 2980 1.12=(-2604) 6818 1- 2=(-7370) 2980 16- 8=(-585) 347 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-7391) 2850 12.13=(-1507) 4496 2.12=( 0) 267 8.17=(-165) 479 WEBS: 2x4 KDDF STAND; 3. 4=(-3150) 1382 13.14=( -878) 2897 12- 3=(-14164033 17- 9=(-243) 294 2x4 KDDF N16BTR A LOADING 4- 5=(-2722) 1283 14.15=( -662) 2480 3.13=(-2068) 825 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2242) 1190 15-16=( -721) 2422 13- 4=( -128) 434 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2255) 1174 16-17= -931) 2806 4-14= -669) 362 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2952) 1323 17-10=(-1159) 3162 14- 5=( -218730 8- 9=(-3546) 1468 5-15=( -984) 545 OVERHANGS: 0.0' 12.0" LL = 25 PSF Ground Snow (Pg) 9.10=(-3714) 1458 15- 6=( -814) 1745 10-11=( 0) 52 15- 7=(-1015) 553 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7.16=( -203) 805 Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -323/ 2058V -301/ 295H 5.50' 3.29 KDDF ( 625) 49'- 0.0" -368/ 2175V 0/ OH 5.50" 3.48 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 = 0.452' @ 13'- 4.0" Allowed = 2.404" MAX TL CREEP DEFL = -0.865" @ 13'- 4.0' Allowed = 3.206' MAX LL DEFL = -0.002' @ 50'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ 50'- 0.0" Allowed = 0.133' MAX HORIZ. LL DEFL = 0.253" @ 48'- 6.5" MAX HORIZ. TL DEFL = 0.414" @ 48'- 6.5" 24-06 24-06 DESIGN ASSUMES MOISTURE CONTENT DOES 4-10-09 4-02-124-06.04 5-06-02 5-04-06 6-01-04 5-11-08 5-11-08 6-05-12 NOT EXCEED 19%AT TIME OF MANUFACTURE. f 12 12 systemconforms andcomponentslandn lcladdingrcriteria. 6.25 M-4x6 Q 6.25 Wind: 140 mph h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6, 0!. Truss designed for wind loads M-3x45 in the plane of the truss only. 7M-3x4 M-5x6(S) ,�, M-6x10(S) M-3x44 0.25" 0 �8 0 0.25" M-3x8 3• lA1.5x3 >,g M-1.5x3 _ / o� M-5x16 430 '�12� el 0 7M-10X10 13 14 15 g 17 o MSHS-9x18 M-3x4 M-3x8 0.251 M-3x4 M-3x8 0 . 3.50 3.501- M-5x8(S) ), 12 ), 12 ), )' ), ), ), ), , 6-10-12 , 6-05-04 , 5-06-02 5-07-14 8-01-01 7-11-05 8-05-09 y ,, * 6-10-12 6.05-04 35.08 1-00> ,0>0 49-00 1-00 A«.. 0 P R Ore JOB NAME : POLYGON 4-A NH - BV Scale: 0.1172 �5 �yM"r�' )��,,Q� '"1- 44 WARNINGS: GENERAL NOTES,unless otherwise noted: CC. �. $$ ! 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =92 t•PE f"- Truss: BV and Warnings before construction commences. building component.Applicability of design parameters and proper !// ' 2.Zx4 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 ,rr1r DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a C. DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_ `V SEQ. : 6052934 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' "'7,� )>k �.f, design loads be applied to any component. and are for"dry condition"of use. a 7 4 2 4 TRANS I D: 407653 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 nesignass 1`'Ly l»,y``„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C�l!-5 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111011111 TPIMITCA in SCSI,copies of which will be furnished upon request lines coindde with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 111 41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 146 6-7=(-179) 173 6-2=(-456) 184 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-239) 126 7.8=) -22) 32 2.7=( -49) 146 WEBS: 2x4 KDDF STAND 3-4=(-239) 126 7.3=( -30) 120 LOADING 4-5=( -6) 146 7-4=( -49) 146 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.8=(-456) 184 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 487V -188/ 188H 5.50' 0.78 KDDF ( 625) Connector plate prefix designators: 7'- 3.2' -71/ 487V 0/ OH 5.50' 0.78 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 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.002' @ -1'- 0.0" Allowed = 0.133" 3-07-10 3-07-10 MAX LL DEFL c -0.001' @ 8'- 3.2" Allowed = 0.100" MAX TL CREEP DEFL = -0.002' @ 8'- 3.2" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.047' @ 1'- 10.9" Allowed = 0.317" 12 12 MAX TC PANEL TL DEFL = 0.098' @ 5'- 2.9' Allowed = 0.476' M-4x6 14.007 3 4.0" \14.00 MAX HORIZ. LL DEFL = -0.001' @ 7'- 1.5" / „ MAX HORIZ. TL DEFL = -0.001' @ 7'- 1.5° DESIGN ASSUMES MOISTURE CONTENT DOES �� NOT EXCEED 19n AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. I" Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, cv Truss designed for wind loads CD in the plane of the truss only. co 0 u, M-3x4 4011 M-3x4 vA- if 1 I I I I I I I 144. v 0 1 Gail c IT MMWM I 6�'M 7 -48 M-1.5x3 M-3x8 M-1.5x3 ,1 y 3-07-10 3-07-10 .1 ,L y 1-00 7-03-04 1-00 �,c,0 PROFS JOB NAME : POLYGON 4-A NH - Cl Scale: 0.4001 s��� INS `,,p WARNINGS: GENERAL NOTES,unless otherwise noted: 8// c-4277/ 17 �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4. =9 11fp E r Truss: Cl 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 responsibilty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY° BS 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). "!�, , �- DAT E: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "j? OREGON �{t SEQ. : 6052935 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� O�� design loads be applied to any component. and are for"dry condition"of use. }' 14 Z. �4 TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. 1 R IR I { shipment and installation of components. 7.Design assumes adequate drainage is provided. L1. fabrication,handling, 8.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 1111111111111111 TPIANTCA in BCSI,copies of which will furnished upon request. it coincide 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(Wok) EXPIRES:12/31/2015 ' 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.2" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.I TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF q1&BTA SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"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 Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, considered for this design. P LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, IncTruss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND to equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 3-07-10 3-07-10 T T 1' 12 12 DESIGN ASSUMES SHEATHING ATTACHED TO ONE FACE. i M-4x4 A- 14.00/ 2 N 14.00 A\ ft 0 co 0 u7 0 0 LI) Ul 0 C. A- s- —/ 4 5 J' i' ; y 1-00 7-03-04 1-00 �� .Q`0D PR p F� JOB NAME : POLYGON 4-A NH - C1GE Scale: 0.4473 \ ;INS s" `A q. ``'7I$/! l WARNINGS: GENERAL NOTES,unless otherwise noted: 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . .92f"^ 0 E Truss: Cl G E and Warnings before construction commences. building component.Applicability of design parameters and proper /�° /' 2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y�. D E$. BY: BS 2'o.c.and at to'o.c.such as unless braced throughout their length by +/1 Is the responaibiaty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �• P " DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ /�, 4.No load should be addled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4-/. SEQ. : 6052936 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. 'i1,9 �N� LA.. design loads be applied to any component. and are for"dry condition"of use. 14 2- v T+ TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 6.Designneassumes fug bearing at all supports shown.Shim or wedge If fabdcatton,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "C rt Fl I�,,,4 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 VIII VIII VIII VIII VIII VIII IIII IIIITPIM/TCA In BCSI,copies of which will be furnished upon request. Tinge cindiawith jointaIn lines. B.Digits indicate size offpplatete Ininches. MiTek USA,Ina/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 7'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 6.7=(-321) 387 2-6=(-180) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( -83) 157 6-3=(-579) 555 WEBS: 2x4 KDDF STAND; 3.4=(-376) 415 3.7=(-35B) 345 2x4 KDDF #1&BTR A LOADING 4.5=( -20) 9 7.4=(-387) 349 LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -54/ 439V -256/ 393H 5.50" 0.70 KDDF ( 625) 7'- 7.5" -278/ 450V 0/ OH 5.50' 0.72 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 ps1) uplift at 24 "oc spacing.' Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133' 3-07-09 3-08-03 0-03-12 MAX BC PANEL LL DEFL = -0.080' @ 3'- 8.8" Allowed = 0.326" T f T T + Laterally brace to roof diaphragm. MAX BC PANEL TL DEFL = -0.199° @ 3'- 8.8" Allowed = 0.435" MAX HORIZ. LL DEFL = 0.003' @ 7'- 2.0" M-1.5x3 5 Refer to CompuTrus standard MAX HORIZ. TL DEFL = 0.003' @ 7'- 2.0" gable end detail for complete M-3x5 Specifications. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 �� Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. M-1.5x4 Wind: 140 mph h=24.2ft, 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 of the truss only. M-3x4 Truss designed for 4x2 outlookers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. AlX0d' Outlookers must be cut with care and are 90 .- permissible at inlet board areas only. A o M-1.5x3 vim" o G� 0 -� 6 �_.7 -, M-3x4 M-3x4 y ) y 1-00 7-07-08 JOB NAME: POLYGON 4-A NH - C2 5� s Scale: 0.2938 \ !�'y'/y�[p/�+/ WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9 3/Mp E /q �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' =9 0 r-f- r Truss: C2 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 bosom chords to be laterally braced at ,e�w DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by ,s.fpr" " " Po continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). 0 CC DATE: 9/8/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+0 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. '}'7 ^V SEQ. : 6052937 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4"/�,� 4,1,E design beds be applied to any component. and are for"dry condition"of use. V Al-7 14 2, `Y.4 TRANS I D: 407653 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 ry necessary. lifeI _. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPInrrtCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plateteIn inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10. oFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6.7=(-321) 387 2-6=(-180) 238 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=( -83) 157 6.3=(-579) 555 WEBS: 2x4 KDDF STAND; 3-4=(-376) 415 3.7=(-358) 345 2x4 KDDF #1&BTR A LOADING 4-5=( -20) 9 7.4=(-387) 349 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -54/ 439V -256/ 393H 5.50" 0.70 KDDF ( 625) 7'- 7.5" -278/ 450V 0/ OH 5.50" 0.72 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,MI8HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 Dafl uplift at 24 "oc ssacing.l 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 = -0.001" @ -1'- 0.0' Allowed = 0.100" 3-07-09 3-08-03 0-03-12 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133' '1' '( '1 1' MAX BC PANEL TL DEFL = -0.199" @ 3'- 8.8" Allowed = 0.435' 12 M-1.5x3 5 -/ MAX HORIZ. LL DEFL = 0.003" @ 7'- 2.0' 14.00/ MAX HORIZ. TL DEFL = 0.003" @ 7'- 2.0' 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=24.2ft, TCDL=4.2,BCDL=8.0, 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 -1- ** 0 M-1.5x3 v 0 00 0 M-3x4 M-3x4 k 1, 1, 1-00 7-07-08 �c ,0 PRO�r� JOB NAME : POLYGON 4-A NH - C3 Scale: 0.3002 \�� C'�/yf}!�^)�Nl s4o WARNINGS: GENERAL NOTES,unless otherwise noted: 4!4 �I 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 4t 7920 0 PE Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,001 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: BS2'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 drywal C). DATE: 9/8/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,y_OREGON '0lJ SEQ. : 6052938 fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, L� 'i9�1 A,a � design loads be applied to any component. and are for"dry condition"of use. '0 -7 1 4 to TRANS I D: 407653 5.CompuTrus has no control over and assumes no responsibility for the 8'Design assumes lull bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41$.A1410- 8.This design is furnished subject to the NI-Mations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II Nil VIII VIII VIII 111(III which furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6L)E coincide opaor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015