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Plans (256) mit MiTek® MITek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ckVd PR°ice0 ca �NG11vFc 'AS> w ct 89782PE 9f. sy OREGON 0i{`' k PAUL R\J VEX-Fieriga016 October 26,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 14'— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 T 12 12 I IM-4x4 Q 6.00 6.00 3 • 4 en 2 O f s' D O f i AI AWAI AI AIO CD M-3x4 M-3x4 y :9782PE �'r JOB NAME : POLYGON 3410—B — Al �' Scale: 0.5145 - /,.IAll WARNINGS: GENERAL NOTES, unless otherwise noted: 7 �.s["/"�(•}� by 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .* - E Gv !v Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper T{/(`, ZV 2.2x4 compression web bracing must be installed where shown 4. Incorporation of component h the responsibility of the budding designer. "VA 4/4/ (19 Cf a '�b e‹•, 3.Additional temporary bracing to Insure stability during construction 2.Design names the top and bottom chords braced d t Iroug o braced at N/ {'F 7 �`S,J' by Is the responsibility of the erector.Additional permanent bracingf c non end st ea0.cin.such as ply unless throughout their dry length). /�s { VY o coMlnuoua aheemin9 ouch as plywootl sheelhing(TC)and/or tlrywell(BC). /"'�, UL DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral breGng required where Shown u c SE K l 4 8 7 2 3 7 4.No load should be applied to any component until after a9 bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4•: fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. design bade be applied to any component. and are for"dry full bearing of use. TRANS ID: LINKS.Design assumeslullbearingetall suppodashown.Shim orwedge g EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the nes",„ (� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OCI++ O ben 26,2015 S.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,end placed so their center TP WJfDA in SCSI,copies of which will be furnished upon request. lines coincide wtth joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 393 BC: 2x4 ROOF k1&BTR SPACED 24.0" O.C. 2-3=(-798) 139 6-9=(-30) 565 WEBS: 2x9 KDDF STAND 3-9=(-798) 139 LOADING 9-5=( 0) 50 TO LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = . 32.0 ?SF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 92.0 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" -116/ 739V -73/ 7311 5.50" 1.17 HOOF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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 = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.998" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.797" MAX HORIZ. LL DEFL = 0.006" @ 19'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 19'- 3.5" 7-04-08 7-04-08 12 12 Design conforms to main windforce-resisting IIM-4X9 system and components and cladding criteria. 6.00 Q 6.00 4.0" Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 ,v„..„( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �I � Truss designed for wind loads in the plane of the truss only. 1.1 • M lin o 6 -, 5 M-3x4 M-1.5x3 M-3x4 b y y 7-04-08 7-04-08 y 1-00 y 14-09 y 1-00 y �C3ok<csk\GP E ---/o '` ` 89782PE r JOB NAME : POLYGON 3410-B - A2 _.. -0----- -0°' . • Scale: 0.3895 WARNINGS: GENERAL NOTES, unless otherwise noted, Truss A2 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 •'S ' OREGON ''n and Warnings before conslructlon commences. building component.Applicability of design parameters and proper 159. 11/41 9, •l 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. .,ay �t a� 7 V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 7 "7/'� e�� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 70'o.c,each as plywoodly unless braced throughout(heir length by y \`VR'(/. DATE: 10/26/2015 the overall structure le the responsibility of the building designer. continuous sheathingbridgingon each as required ing(TC)and/or drywell(BC). PA U L P ty g 3.2x Impact or lateral bracing where shown•• SEQ. : Ki4 8 7 2 3 8 4.No load should be applied to any component until alter all bracing end 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater man 8.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the B.Deecole�esumasfullbearingelellsupportsshown.Shimorwedge11 EXPIRES: 12/31/2016 fabrication,handling, ry edlsmeecao IealmatboS etth by 7.Design irenassumescteduoteothlfcelo provided.t,uss,an October 26,2015 8.this design la furnished subject to the limitations set forth by S.Plates shag be located on both faces of truss,and placed so their center TPIWICA In SCSI,copies of which sill be furnished upon request. lines coincide with joint Center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino.lCofnpuTrus Software 7.6.6(1 L)-E tO.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x4 KDDF #1&BTR 3- 4=) 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). 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 - -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" ' GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-oesisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. T T T T 12 4 -1,1-9x4+ 12 6.00 : Q 6.00 M-4x6 404 111 T2 5 m o 0 o 0 ®AO s 4o o M-3x9 M-1.5x3 7 M-3x4+ o M-3x9 M-3x4+ f P�l�t.D R OFc -oo2z-o6 -oo 7-04-08 6-11 8-02-08 ` . NGINEE-- ✓0 iy iy '44 89782P r JOB NAME : POLYGON 3410-B - B1 ' � ale Scale: 0.2612 r�;/,,� WARNINGS: GENERAL NOTES, unlessotherwise noted' ��///OREGON(((}yy�+y,y�so I.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an lndsidual ,rty� A a.s� �r ' Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 ^I j '7 2,2x4 compression web bracing must be Installed where shown e. Incorporation of component is the responsibility of the building designer. 'ir 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords m be laterally braced et �'A U L 2'o.c.end at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracltg of DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 2x Impact sheathing or etch as plywoodsheathing(TC)required ereshown and/or drywell(Bc). P ty 9 g 3.2x Impact bntlging or lateral bracing required where shown<< S E K 14 6 7 2 3 9 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4' fasteners are complete and at no time should any meds greater than 5.Design assumes busses are to be used In a non-corrosive environment, and are for"dry of use.TRANS ID: LINK design loads be applied to any component. 6.Design sesames full condition"bearing at al supports shown.Shim or wedge if EXPIR12/31/2016/ 1/ 016 5.CompuTrushas nacontrol over and assumes noresponsibility for the necessary. October 26,2015 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of trues,and placed so their center TFINJICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inn./CofnpuTfus Software 7.6.6(114-Z 10.For bask connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF #16BTR T1 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTA 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-909) 337 2- 4=( 0) 0 10-11=(-378) 1306 9-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 9=(-1069) 431 11- 6=(-376) 1309 10- 5=(-962) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 T: LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 484 BC LATERAL SUPPORT <= 12"OC. EON. TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"00 UON. FOR BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uo n). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed = 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 35_00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 18-00 fi T load duration factor=1.6, 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads f f f f f f in the plane of the truss only. 12 -M-4x4+ 12 6.00 2 Q 6.00 M-9x6 M-3x4+000001111111111° 10o. 4 M-5x6(5) c 0.25" M •..-111110 o n o M-3x4 M-3x4 6.25" M-3x8 M-1115x3 M-3x4 .6 o1 !- A �Ep PROFS M-3x9+ M-5x6(S) \` V� y k b y y \5 ,JGI N &-h, 4T`� 17-04-12 5-04-04 5-04-04 5-10-12 C4 1- J' y 1-00 34-00 • i-00 89782PE �f' JOB NAME : POLYGON 3410-B - Cl • Al.` Scale: 0.1727 EGON 1� WARNINGS: GENERAL NOTES, unlessotherwlse noted: £ OREGON 29 417.0.".�+a.. Truss: C 1 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual r/� V end Warnings before conalructloa commences. building component.Applicability of design parameters end proper "9�vi, Pt y .{ l Q•^ 2.2x4 compression web bracing mud be installed where shown*. Incorporation of component 6 the responsibility of the building designer. 1 �{‹,,, 3.Additional temporary bracing to Insure dabliky during construction 2.Design assumes the top and bosom chords to be laterally braced at a�� �` Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et sheathing.respectively unless braced throughout their length by PAUL • DATE: 10/26/2015 the overall structure tithe responsibility of the building tlealgneccontinuous such as acwood sheathing(TC)whereC)and/or drywall(BC). 4.No load should be applied to component g a 3.to Impactoftruss bridging or lateral bracing required of the showncot a SEQ. : K 14 8 7 2 4 0any coin t until after all bracing and 4.Installation of Imss Is the rcsponelbiAty of the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/31/2016 5.Cempuirua has no cannel over and assumes no responsibility for the S necessary. assumes lull Dearing al all suppoda shown.Shim or wedge 11 fabrication,handling.shipment and Installation of components. ry. October 26,2015 8.This design Is furnished subject to the limitations set brie by 7.Design assumes adequate drainage is provided. S.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,inc./Com uTrus Software 7.6.6 it-2 9.Digits Indicate size of plate in Inches. p ( ) 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x9 KDDF STAND 3- 4=(-2275) 988 11-12=(-272) 1799 4-11=(-692) 235 LOADING 4- 5=(-1611) 937 12- 6=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT 0= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 POE 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 T f ' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. f T f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4X6 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 n'-.( in the plane of the truss only. M-5x6(S) M-5x6(S) 0.25" \ 0.25" # co M-1.5x3ily4sLk M-1.5x3 3 Aillk* n M O O /A6 co 4. 1 10 1111411& 12 8 0 }M-9x9 M-3x4 0.25" M-3x9 =M-9x9 0f R P� , CD M-5x 8(S) 1O EC' s y y y y yc,,:, <- �CaINE td B-09-09 8-02-12 B-02-12 8-09-04 y y 'CI o p'T .?'jam. k 0 34-00 1-00 '� ;97821 E f 1-00 JOB NAME : POLYGON 3410-B - C2 • Scale: 0.1727 .���/� l^ WARNINGS: GENERAL NOTES, unlessotherwisethenoted: Illr 1'/'OREGON 1�1�^ems'Z 1.Budder end erection contractor should be advised of all General boles 1.This design is based only upon the parameters shown and is for en individual C R 1AV�V e Truss: C2 and Warnings before censlmcllon commences. building component.Applicability of design parameters and proper 4 2.2v4 compression web bracing must be Installed where shown v. incorporation of component Is the responsibility of the building designer. w „4.' �/ .{ tIy 3.Additional tem brach to Insure stability dudn construction 2.Design assumes the top and bottom chorda to be fateralN braced at -�G/,] I 1 � / temporary g Y 9 cons 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by /�s�^ {� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aheathing(TC)and/or drywell(BC). i AA UL T•.- DATE: 10/26/2015 the overall structure is the responsibility of building designer. 3.20 Impact bridging or lateral bracing required where shown+o SEQ.: K14 8 7 2 41 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loam greater than B.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are tot dryconmtiefingaon"of aa. s.ComwTfus has no control over and assumes no responsibility for the e.DBLee�seeress ren be.dng et an suppom mown.sire or wedge Ir EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is praysed. OCLOber 26,2015 6.This design is furnished subject to the Imitations set font by 8.Plates shell be located on both faces of truss,and placed so their center TPIMYfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) Al This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 209 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 1- 3=( 0) 50 1-12=(-255) 2140 1-11=(-215) 174 16- 7=(-1219) 323 BC: 204 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2512) 511 11-12=(-259) 1799 11- 9=( -15) 959 8-17=( -219) 1392 WEBS: 2X9 ROOF STAND 3- 4=(-2280) 989 12-13=( -11) 71 4-12=(-644) 234 LOADING 4- 5=(-1619) 940 13-15=( 0) 0 12- 5=( -79) 998 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-2217) 609 14-16=(-402) 2988 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 POP 7- 8-(-2836) 597 17- 9=(-625) 9279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-485B) 942 14- 6=(-315) 210 LL = 25 POE Ground Snow (Pg) 9-10=( 0) 50 19- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 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 = -0.184" @ 21'- 9.5" Allowed = 1.659" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 6-00-05 5-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" 0' T 0' . 'l' 0' . 0' MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 [7 HM-6x6 Q 6.00 6.0" Design conforms to main windforce-resisting 5 . system and components and cladding criteria. M-5x6(5) 'IN% Wind: 190 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" M-1,5x3 load duration factor=1.6, 4 M-5x6(S) Truss designed for wind loads 4in the plane of the truss only. 0.25" M-1,5x3 * 1\ M-3x6 nn e Agh\i o 9 w M-3x8 n,o 144 11 12 13q�15 o M-3x4 17 1v 0 II -4x4 0.25" M-5x8 M-1.5x3 M-5x8 o M-5x6(S) o M-5x8 3.75 0,- 12 12 i, l b y b l b l J' y 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 y-05-08y y 1-00 21-10-08 9-08 z-o5-oa_-00 �+�� PROpE 22-10-08 1 00 11-01-08 �� 1N��C /� 34-00 "<" :9782PE 9c'' JOB NAME : POLYGON 3410-B - C3 r4,/ /// . ' Scale: 0.1602 M.="'�. •//r� Ilir WARNINGS: GENERAL NOTES, unless otherwise noted. /0 Truss: 03 I.Builder and erection contractor should be advised of all General Notes I.This design B based only upon the parameters shown and is for an lndNldual OREGON()q"s and Warnings before construction commences. building component.Applmebllily of design parameters and proper IP +,�8A/ 2.2x4 compression web bracing must be Installed where shown«. Incorporation of component Is ma responsibility of me building assigner. `�1119) -,S ('�� 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the lop end bottom chorda to be hterelty braced at �f'• .-{ .r.- le the responsibility of the erector.Additional permanent bracing of 2'0.c.and at 10'o.c.respectly y unless braced throughout their length by //�.+� DATE: 10/26/2015 the overall structure is the responsibility of the building designer. continuousxImp sheathing or such as alywgre aired trace s own e tlrywell(BC). A U � 3.2x Impact bridging or lateral bracing required where shown.« SEQ.: K 14 8 7 2 4 2 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. fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK deagn loads be applied to any component. and are for"dry condition"of use. 5.Compusrus has no control over and assumes no responslbilOy for the 6.neer ce ry.ssary. ea full bearing at all supports shown.Shim or wedge IP EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components, ` 6.This design is furnished subject to the limiationsset forth by 8.P91ccsgn shall lctedon drainageistrussea. October 26,2015 B.Plates be located on both faces of trues,and placed so their canter TPI/WfCA in SCSI,copies of which will be famished upon request. Ones coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 9.Digits indicate size of plate In inches. 70.For bask connector plate design values see ESR-131 1,ESR-t988(Mitek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads Unbalanced live loads have been in the plane of the truss only. considered for this design. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 17-00 17-00 f f T 11-09-10 5-07-06 5-07-06 11-09-10 T T ' T 12 IIM-4x9 12 6.00 3 Q 6.00 M-3x5(S) %ipM-3x5(S) 11* ` '' oo ',I - MN1111111111111111kil , 1 M q I 7 I M-3x5(S) o M-3x9 M-304 rr 17-00 17-00 C-k IN E `�s/�. y y 34-00 C.?` l [�1-00 4 1-00 ' i 9782 E JOB NAME : POLYGON 3410-B - C4 '' './ Scale: 0.2477 .1,7- WARNINGS: GENERAL NOTES, unless otherwise noted j'1p C/^'±t1111 h � 40 1 Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual OREGON EG O I V Truss: C4 and Warnings before construction commences building component.Applicability of design parameters end proper �/ r.1, 2.244 compression web bradng must be installed where shown+, Incorporsibn of component b the resporrolbiNy of the building designer. 9 "',:�' L7�/ 1 eI� 3.Addabnal temporary bracing to insure stability during construction 2.Design assumes the lop and bosom chorda to be laterally braced at rT P 1 _\`S/ Is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1161 {] v continuous sheathing such es plywood sheathing(TC)andlor drywall(BC). A U L `'` DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e x SEQ.: K 14 8 7 2 4 3 4.No load should be applied to any component until after all bracing and 4.Installation of(ruse is the responsibility of the respective contractor. ____ fasteners are complete and at no time should any roads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry condition"gof use. 5.CompuTrus has no control over and assumes no responsibility for the S necessary. fabrication, assumes NII bearing al all supports shown.Shim or wedge 1! EXPIRES: XP I F ES. 1 2/31/201 6 woos y . Gl�i' Il[�J tGla� 1Gvly fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 6.This design is furnished subject to the limitations set brth by 8.Plates shall be located on both faces of truss,and pissed so their center TPIANrCA In SCSI,copies of which 0111 be furnished upon request. lines coincide with joint center Ones. g.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,E5R-7988(Mitek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <— 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. I4-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-04 6-09-04 T T T 12 12 6.00 I 1M-9x9 Q 6.00 3 2 4 M rn i f O o 1 / ///////////////////////////////////////////////////////////////////////////////////////////////////// /// of 0 0 M-3x4 M-3x4 i, J' t), p i' 1-00 13-06-08 r\l ` ,0a'A0krss C7`o GINE �, /0 t :9782PE fir" JOB NAME : POLYGON 3410-B - D1 • „ ;/ Scale: 0.5365 WARNINGS: GENERAL NOTES, unless otherwise noted: C/ h, 1.Builder and erection contractor should be advised elan General Notes 1.This design Is based only upon the parameters shown and is for en Individual )r • E'GON q Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper `- AY 2.254 compression web bracing must be Installed where shown a. incorporation of component is the responsibility of the bulWing designer. if V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom chorda to be bterelty braced at �� "41 ' 1 la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c,respectNei unless braced throughout tel length by DATE: 10/26/2015 the overall structure is the responsibility f the buildingcontinuous sheathing such as plywood required ing(TC)ander drywall(BC). � r,A U L ' P ty o designer. 3.2x Impact bridging or lateral bracing where shown•• SEQ.: K14 8 7 2 4 4 4.No load should be applied to any component until alter al bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses ere to be used Ina non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for"dry condition”of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnecessaassumes full bearing at ed supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. ry. 7.Design s assumes b elo aded on both is provided.s, October 26,201 5 8.This design Is furnished subject to the limitations set forth by S.Plates shoo be located on both faces of truss,and placed so their center TPIIWICA In SCSI,copies of which wail be furnished upon request. lines coincide with Joint centerlines. 9.Digits indicate sac of plate in Inches. MITek USA,Ina./CompuTrlls Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x9 KDDF #168TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-679) 129 6-9=(-27) 511 WEBS: 2x9 KDDF STAND 3-9=(-679) 129 LOADING 9-5=1 0) 50 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 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" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.002" @ 14'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.9" Allowed = 0.953" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 1' 1 T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 HM-4x4 Q 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 / ,( load duration factor=l.6, Truss designed for wind loads 1 in the plane of the truss only. 1,1' m Tr 2 a �p o M-3x4 M-1,5x3 M-3x4 0 > )' b 6-09-04 6-09-04 y y y y �$..' PR p�Fs�S' 1-00 13-06-08 1-00 44 tir\� N �N EF19 /p :9782PE ter" JOB NAME : POLYGON 3410-B - D2 ' ,,;r^ Scale: 0.4010 ,. WARNINGS: GENERAL NOTES, unless otherwise noted: (. ��� I.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 l''� Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper w jet, (ry_ Cr ' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of buntline designer. if V Q'* 3.Additional temporary bracing to insure stabGe during construction 2.Design assumes Mye top and bottom chortle to Be laterally braced at �' A5, iff is Me responsibility of the erector.Additionalpermanent bracingof T o.c end at ea o.c.respectively unless braced throughout their length by Po ty continuous sheathing such as plywood ng(TC)end/or drywall(BC). /� F ` DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required Where shown++ PAUL L SEQ.: K 14 8 7 2 4 5 4.No load should be applied to any component until after all bracing end 4.Installation of trues is the responsibility of the reapective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"My condition.orae.. 5.Compuirue has no control over and assumes no responsibility br the 6.Desneceign ssumes full bearing at all supports shown.Shim or wedge 6 EXPIRES: 12/31/2016 fabrication,handling,shipment components. ry. pmeecendhe installation of coin te. 7.Design assumes cted on drainage is provided.an October 26,2015 8.This design h furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. B.Digits indicate she of plate in inches. MITek USA,Ino./CompuTrss Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-137 t,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 89 3-5=(-229) 205 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 919V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 TC PANEL LL DEFL = -0.123" @ 3'- 9.5" Allowed = 0.922" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 f f f MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 M-1.5x3 4 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. III Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 r 0 en rn o fIIIIIIIII m III o 6 PESSO M-3x4 M-1.5x3 l y y 6-04-04 0-07-12 l b y 1-00 7-00 ��y,,EO PROpeo �„c ti� tN ' -• /p • :9782PE �r" JOB NAME : POLYGON 3410-B - D3 • ,,r .•.10, Scale: 0.5157 ,/ • , WA ise I.Builder O. hRAe NOTES,O uny upon the parameters T OREGON�('� Truss D3 nd erectionbefore ronshould commences.advised of all General Notes Thisdesignesed Applicability of :signparameters and is loran individual �yhv, and Warnings belore construction commencas building component.Applicablity of design parameters and proper 21- V 4; 2.2x4 compression web braGng must be Installed where shown+. incorporation of component is the responsibility of the building designer. •,a•1 VA M V 3.Additional temporary bracing to Insure stability during conslruGlon 2.Design assumes the top and bosom chortle to be laterally braced et 7 "7 j'•� . Is the responsibility otitis erector.Additional permanent bracing of 2'o.s.and at 10'o.c.respectively unless braced throughout their length by ` DATE: 10/26/2015 the overall structure O the responslblNty of the building designer. 3.2a Impact bridging or lateral bracing required where shown•+ continuous sheathing such as plywood sheathing(TC)and/or drywall(S ^C). a, Li` 1.. SEQ.: Ki4 8 7 2 4 6 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. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied teeny component and are for ry condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes lull bearing et ell suppoda shown.Shim or wedge 11 EXPIRES• 12/31/2016 necfabrication,handling,shipment and Installation or components. easary. a C 7.Designss assumes b el catedoana drainagefto tresis,d. October 26,2015 8.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both race:of truss,end placed so their center TPI/VTCA In SCSI,copies of which Mil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ins./CompuTrus Software 7.6.7(1 L)-E /0.For basic connector plate design values see ESR-1371,ESR-7088(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING IC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-09 0-03-12 T T T 12 9.00 M-1.5x3 9 3 • O I ul O 2 1 L.,-, f ��aaaa� W M-3x9 M-155x36 l b b 1-00 3-05 'c° PRope s :9782PE v JOB NAME : POLYGON 3410-B - E1 Scale: 0.6603 WARNINGS: GENERAL NOTES, unless otherwise noted: •/ E,/ j'� /'�/'� 210 I.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 IndNldual 'l i-V R E lr ON sem, e,.,,. Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper '6 - eV V 0,( 2.2xa compression web bracing must be InstaNed where shown.. Incorporation of component Is the responsibility of the building assigner. wt7 &4 i y A 6 n V 3.Additional temporary bracing to Insure stability during construction �•2 o.o.assumes the top and bottom chords to be throughoutly braced at 7 Al/`� Is the responsibility of the erector.Additional permanent bracing of c.c.and at 10'0.1 such es respectively plywunleood ss braced dltheir length by DATE: 10/26/2015 the overall structure is the res onslbl n the building deal continuous sheathing such as plywood anselhlog(TC)and/or drywall(SC). pli 1 1 4 �'1\ p Nly o p gner. 3.Is Impact bridging or lateral bracing required%Mere shown.. i'1 t„/4+ SEQ.: K1487247 4.Ne load should be eppliad to asp coeponent untl aCeral braoleg end 54..DesignInstallation the siandInethe noncmttivevconnvacto. fasteners are complete and at no time should any loads greater than assumes end rofor"dryc TRANS ID: LINK design loads be applied to any component. 8 ditto of use. 5.CarnpuTn,s has no control over and assumes no responsibility for the Design necessary. B aleliw pportaanown.snlmorwe itis n EXPIRES: 12/31/2016 fabs ,handling,shipment and installationimitaof components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Sigh Indicate size of plate in inches. MiTek USA,Inc./CompuTros Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 SC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-49) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 316V 0/ 420 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.19 KDDF ( 625) .. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 COND. 2: Design checked for net(-5 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP g (- psf) uplift at 24 "Sc spacing.- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX T,L CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" //////14:1/ MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.193" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 9.3" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, Truss designed for wind loads i in the plane of the truss only. 0 I u7 / co 0 1 - _ I f -/ 0 2�.< 4*+ M-3x4 1-00 3-05 'PROVIDE FULL BEARING:Jts:2,4,3 VO r>� 1NE��, <p 44'cr :9782PE �' JOB NAME : POLYGON 3410-B - E2 . ,a,• ✓ Scale: 0.8668 WARNINGS: GENERAL NOTES, unless otherwise noted: / Truss: E2 I.Builder and erection contractor should be advised ofatGeneral Notes I.This design is based any upon the parameters shown and Is for an individual "� OREGON and Warnings before construction commences. building component Applicability of design parameters and proper "l `I (y B 2.2a4 compression web bracing must be Installed where shown.. incorporation of component k the responsibility of the building designer. ia?� ( a„ ^V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be laterally bread at II fk•� is the responsibility of the erector.Additional permanent bracing of 2'o.c.end al f 0'o.c.respectivelyunlessbraced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA UL DATE: 10/26/2015 the overall structure le the respenslblNty of the building designer. 3.24 Impact bridging or lateral bracing required where shown•• SEQ.: K 14 8 7 2 4 B 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than B.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for me 8.Design assumes NII bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, necessary. shipment andlieheonofcomponents. 7.Design assumes adequate denbodrainage isprovided, OCt0uer 26),2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center TP WyfCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Dips indicate 55e of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) Symbols umbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propertyama Personal Injury /4 I I (Drawings not to scale) Damage or n u offsets are indicated. g1 rY r�M Dimensions are in ft-in-sixteenths. Ili;bi . Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For Q)116" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. 3. Never exceed the design loading shown and never I-� U kifi stack materials on inadequately braced trusses. 12 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cs' designer,erection supervisor,property owner and plates 0 'i i' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� by symbol Indicated shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING Nes-- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek® Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. 11 18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review po (frontand pictuallres)beforeof use.this design Reviewing picturesback,alone is not sufficient.rtions DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, iMs notlt* 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013