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Plans (140) � V\ S - L ,S Mu MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3413-A REVISED 11-25-15 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: K1560775 thru K1560790 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. cO PRQ1 Hca "9'444 /0 ` 89782PE 9f s OREGOVZ° 1'4)214 R Y PA UL F 2.131!,_20 16 November 30,2015 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 and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF 1t1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 1{1&BTR SPACED 24.0" 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.7ft, 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. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR OOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-07-02 7-06-14 T T T 12 IIM-4x4 12 10.90 7 3 N 10.90 to , llIlI1hIIh ,. 1 o 0 M-3x4 M-3x4 �,Ec� pA°PF y1-00 y 15-02 y1-00 >- w�`.�' CatNE'�- '--4,—, ':' 89782PE 1 JOB NAME : 3413-A REV. POLYGON NW - Al ...----4e:'-', Scale: 0.3404 WARNINGS: GENERAL NOTES, unless otherwise noted: G/ p R /'1 G V j'� h`r) Truss: Al and Warnings before construction commences. building component.Applicabil I.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual ,�} 114/640 EN iyofdesign parameters and proper (s cL r s �2.2k4 compression web bracing must be installed where shown.. Incorporation of component is the rosponsiblltty of the building designer, «Q 4�'•� .{ 3.Atltlttbnal temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced et • /"F yF M the responsibility of the erector.Additional permanent bracing of 2'o.c.and at to'on.respectively unless braced throughout tf eirdry length by t DATE: 11/30/2015 the overall structure is the responsibility t the buildingcontinuous sheathing such ea plywood sheathing(TC)ens/or drywall(BC). PA U L C` • ponsi ty o designer. 3.2a Impact bridging or lateral bracing required where shown SEQ. : K1560775 4.No bad should M applied to any component unity after al bracing and 5. allation of truss is the aretosibulity of setl Inhe a non monlve oeive environment, fasteners are complete and at no time should any loads greater than Design assumes be and are for%fry condition':of use. TRANS I D: LINK design loads be applied to any component. 8.Design assumes lull baring at all supports shown.Shim or wedge if 5.CompuTrus hes no control over and assumes noresponsibility for the taery. EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. 7.D sign assumes adequate drainage is provided. November 30,2015 8.This designs furnished subject to the limitations set forth by 8.Plates shag s be located on both faces of truss,and placed their center TPIIWTCA in 9151,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./CompaTms Software 7.6.6(1 L)-E to.For basin connector plate design values see ESR-1371,ESR-1988(Mitek) ir This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16 BT R: LOAD DURATION INCREASE = 1.15 1- 3=(-729) 317 1- 8=(-421) 531 3- 9=(-412) 923 2x6 KDDF #16BTR T1 SPACED 24.0. 0.1. BC: 2x4 KDDF #16ETR 2- 9=1 0) 0 8- 9=(-387) 539 4- 9=(-284) 490 3- 4=(-595) 308 9- 6=(-185) 998 9- 5=(-169) 138 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-566) 370 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-716) 355 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA NOTE: 2x9 BRACING AT 29"OC SON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -750/ 622V -126/ 134H 153.50" 1.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 9.5" 0/ 318V 0/ OH 153.50" 0.51 KDDF ( 625) 27'- 6.0" -269/ 778V 0/ 011 5.50" 1.24 RODE ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x9 or equal at non-structural 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (uon)- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.015" @ 19'- 11.0" Allowed = 0.712" Unbalanced live loads have been GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.020" @ 19'- 11.0" Allowed = 0.950" considered for this design. SPECIFICATIONS. MAX LL DEFL = -0.002" @ 28'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 28'- 6.0" Allowed = 0.133" 1-00 27-06 MAX HORIZ. LL DEFL = -0.007" @ 27'- 0.5" MAX HORIZ. TL DEFL = 0.009" @ 27'- 0.5" 14-09 2-06-05 3-07-11 3-08-09 3-10-07 T T T T T 12 10.90 -M-4X9+/1111111100...:-4x6 12 Design conforms to main wi ndforce-resisting 7 N10.90 system and components and cladding criteria. Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 . A,41 u, SII Deli o �y M-3x4+ M-35A M-5x12 M-3x4 wv ����0 P`lO�,rn 19-11 y 7-07 y � �G1N4-C,T'tJ�tf0 1-00 • 27-06 i-00 89782PE pf JOB NAME : 3413-A REV. POLYGON NW - B1 ` e�...a�. Scale: 0.1890 ,_, yJ WARNINGS: GENERAL NOTES, unless otherwise noted, ,`re s:4 OREGON Qac Truss: B11Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for anInd/dual '17/9) �� (' and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing cad be installed where shown incorporation of component is the responsibility of the building designer. I L NA S.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bosom chorda to be Nterolty bracedTat PA U ` S the responsibility of the erector.Additlanal permanent bracing of C'n.c.and et 10'o.c.each sly unless braced Throughout mein length by DATE: 11/30/2015 the overall structure Is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). pons ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 6 0 7 7 6 4.No load should be applied to any component until after CO bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and al no time should any beds greater 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.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports Mown.Shim or wedge 11 201 EXPIRES: l G1 J 1 V fabrication,handling,shipment and installation of components. ne sign ass November 30,2015 8.This design is furnished subject to the limitations set forth by /.Design assumes adequate drainage is provided. e,Plates Shall be(meted on both laces of truss,and placed so their center TPI NTCA In BCSI,copies of which MN be furnished upon request. lines coincide with)Dint anter lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z a.Digits Indicate size of plate in Inches. 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 27-06-00 GIRDER SUPPORTING 40-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13563) 3066 1- 6=(-2136) 9789 2- 6=(-1272) 6129 2- 3=( -9059) 2199 6- 7=(-2136) 9795 2- 7=(-9539) 1203 BC: 2x8 KDDF STAND; LOADING 3- 4=( -9059) 2199 7- 8=(-2136) 9795 7- 3=(-2814) 11598 WEBS: 2x6 KDDF STAND; 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-13563) 3066 8- 5=(-2136) 9789 7- 9=(-4539) 1203 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 27'- 6.0" V 8- 4=(-1272) 6129 TC LATERAL SUPPORT <= 12"0C, UON. BC UNIF LL( 477.1)+DL( 344.4)= 821.5 PLF 0'- 0.0" TO 27'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -2759/ 12176V -314/ 314H 5.50" 19.48 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 27'- 6.0" -2759/ 12176V 0/ OH 5.50" 19.98 KDDF ( 625) -±- ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN nails staggered at: \/'�/�/ 9" oc in 2 row(s) throughout 2x6 top chords, /XAA/ 4" oc in 2 row(s) throughout 2x86 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.0 91" @ 20'- L/24 Allowed = 1.329" MAX TL CREEP DEFL = -0.184" @ 20'- 2.0" Allowed = 1.772" 13-09 13-09 MAX HORIZ. LL DEFL = 0.032" @ 27'- 0.5" ,r f f MAX HORIZ. TL DEFL = 0.053" @ 27'- 0.5" 7-05-12 6-03-09 6-03-04 7-05-12 f T 1' . Design conforms to main windforce-resisting 12 M-4x10 12 system and components and cladding criteria. 10.90 7N10.90 4.0" Wind: 140 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 .1`,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ITruss designed for wind loads in the plane of the truss only. M-3x8 M-3x8 14-5x16 4iUi _5x16 .4#A14111 . 1__ 6 • M-4x10 =M-10x10 M-4x10 M-7x6(S) ), y4 %'-a 17n Oft, 7-09 6-05 y 6-05 y 7-04 Al' P R p L0 y yrj coG �N E ' 15-06 12-00 1, G. ) . .- y 27-o6 r" :9782PE ��e JOB NAME : 3413-A REV. POLYGON NW - B2 ..." "'lillir Scale: 0.1866 .,/ / S WARNINGS: GENERAL NOTES, unless otherwise noted "'.7,e QREG V'�t ^vj i.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the perimeters shown and Is for an individual Ir" `( +zr Truss: B2 end Warnings before construction commences. building component.Apploebilky of design parameters and proper ..s�j V `d, Q,, 2.2a4 compression web bracing must be installed where shown+. Incorporation of component k the m chords of Me buil!eternity designer. T� ,q p y ' 6 �I. 3.Additional temporary bracing to insure stabilky during wnalruGlon 2.Design assumes the top and bottom chortle to d t le throughout braced en �1 ! 1 � / Is the responsibility of the erector.Additional permanent bracing of ?'o.c.and et 10'o.c.respectively p1 unless bated throughout lhelr length by ha �'j continuous sheathing such as plywood aheathmg(TC)and/or drywall(BC). AA U L T," DATE: 11/30/2015 the overall structure Is the responsibility of the bulling designer. 3.2s Impact bridging or lateral bracing required where shown+• 4.No load should be applied to any component until eller ell bracing and 4.Installation of truss IS Me reaponelblkly of the reepectNe contractor. SEQ.: K 15 60 7 7 7 fasteners are complete and at no time should any mads greater than S.Design assumes busses are to be used m a non-corrosive environment, design masa be appII d to any component and are for"dry condition"of use. TRANS ID' LINK 8.Design assumes full bearing atalsupports shown.Shim orwedge It EXPIRES: 12/31/2016 5.CompuTnn has no control over and assumes no responsibility for the necessary. fabrication handling,shipment and Isetallatlon of components. 7.Design assumes adequate drainage Is provided. November 30,2015 8.This design is furnlehed subject to the limitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. g,l ness e oincide with jointlatt ce terInilihes.ines. MiTek USA,Ino./CompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see E5R-1317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 16'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF 4$1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.8ft, 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=1.6, End vertical(s) are exposed to wind, LL = 25 PIP 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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR UOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-00 8-00 I' T I' 12 IIM-4x4 12 10.90 7 dIll1iIIII , .10.90 SII gal 1AL \ =M-4x4 -M-4x4 y ¢Ep PR OFA' 16-00 y1-00 y L�,� 0.4 31NE `,,'o1- 4 89782 E f JOB NAME : 3413—A REV. POLYGON NW — GGE rJ T.— . JOB Scale: 0.3299 WARNINGS: GENERAL NOTES, unless otherwise noted40 TrussGGE 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 indnidual / y OREGON h and warnings before construction commences. building component.Applicability of design parameters and proper N 6, 22 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component tithe responsibility of the building designer. .11:0 J � 3.Additional temporary bracing to Insure stability during construction 2.S s.c.assumes the top and bottom chords to be laterally braced at 7 Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10'o.c.respectively unless braced throughout their length by Olk` DATE: 11/30/2015 me overall structure Is the responsibility orthe Watling de 2x Impact sheathing or wer as plywood aired where s own+drywan(Bc>. �` 1.. p ty g signer. 3.2x Impact brltlging or lateral bracing required where shown++ SEQ.: K1560776 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 fasteners are complete and at no time should any loads greater than s.Design assumes basses are to be used m a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If o mmy. fabrication,handling,shipment and Installation of components. 7. EXPIRES: 121311 01 Design assumes adequate drainage is provided November 30,2015 5.This design Is mrnNhed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPLMrlCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,inc./Com uTrus Software 7.6.7 - 9.Digits indicate ads of plate in Inches. 1 LE P ( ) 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 40'— 0.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.5ft, 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, End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. 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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-11-08 20-01 f ' T 13-03-01 6-08-07 6-08-07 13-04-09 f T T T '1 12 I IM-4x4 12 7.50 [7- ' -,1 7.50 M-3x5(5) M-3x5(5) ,fir 44 N o o c w Ell L.1 4 in o I i 0 M-3x5(S) M-3x5(S) o M-3x4 M-3x4 1 ), ), Q ED PRQFFS'S 5 15-09-08 8-04 15-11 � ,�,4GIN� -� /� .. y 40-00-08 1-°-78 2 p E " JOB NAME : 3413-A REV. POLYGON NW - Cl ''"" . Scale: 0.2000 WM WARNINGS: GENERAL NOTES, unless otherwise noted:OREGON h 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 IndNidual -'y rr Po V ^ Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper /� 2 2.zxb compression web bracing must be installed comers shown+. incorporation of component lathe responsibility or the building designer. :� _ R Y i b 4 3.Addttbnal temporary bracing to Insure stability during construction 2,Design assumes the lop and bottom sherds to be laterally braced et Is the responsibility f the erector.Additional 1 bract f 2'o.c.and al 10'o.c.respectively unless braced throughout their length by //..as {� p tyo permanent bracing continuous sheathing such as plywood aheething(TC)and/or drywall(BC). /`q I 1L 4\ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `'LJ SEQ.: Ki5 6 0 7 7 9 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the reepectNe contractor. fasteners are complete and at no time should any Toads greater then 5.Design assumes trusses are to be used Ina non.norrosve environment, TRANS ID: LINK design mads be applied to any component. andgnassare for•drysonainoringata. 5.CompuTrus has no control over and assumes no responsibility for the 6.D�scelg�sautes lull bearing al ePo nuppone shown.shim or wedge If EXPIRES: 12/31/2016 ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shag be located on both feces of truss,end placed so their center TPIM?CA 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 7.6.7(1 L)-E to.For basic connector plate design values see E5R-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2633) 1077 I- 9=(-750) 2322 2- 9=(-277) 387 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 204 KDDF STAND 2- 3=(-2520) 1212 9-10=(-471) 1952 9- 3=(-309) 550 3- 9=(-2032) 1105 10-11=(-195) 1990 3-10=(-674) 563 LOADING 4- 5=(-2035) 1088 11-12=(-504) 1816 10- 4=(-471) 1029 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2540) 1157 12- 7=(-727) 2107 9-11=(-476) 1040 BC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2650) 1035 11- 5=(-686) 568 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-297) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1707V -313/ 303H 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 90'- 0.5" -326/ 1843V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2, Design checked for net(-5 psf) uplift at 29 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX LL DEFL = -0.008" @ 91'- 5.0" Allowed = 0.136" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" 19-11-08 20-01 T f Design conforms to main windforce-resisting 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 system and components and cladding criteria. 12 12 Wind: 190 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 4.0" 7.50 load duration factor=1.6, End vertical(s) are exposed to wind, 4 11. Truss designed for wind loads in the plane of the truss only. M-5x6(S) M0.2-Sx6(S) 0.25" 000799.°°'. , N '-' M-1,5x3 M-1.5x3 • 1\. \ . 0 0 f-o i r. 9 ai 11 r o S. p�y to -3x6 M-3x4 0.25" 0.25" 12 Q R t! M-5x6(S) M-5x6(S) M-3x4 2'4'6 I ,,. ' JG� �s/p b y \e �y .J' 8-02 7-07-08 y 8-04 y 7-07-08 8-03-08 y � y� ry C•7 -�, 40-00-08 1-04-08 JOB NAME : 3413-A REV. POLYGON NW - C2 Scale: 0.1555 = AlitWARNINGS: GENERAL NOTES, unless otherwise noted, 9 4,-EGON Q^ Truss C2 BwideranderadionconbacoraouldbeadvlaeaofenceneraINotea madealgnlabaaedamyapon neparamate.ahownanalaroranindwmual 71 ?, , ('r, c.r and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be Inatatled where shown+. Incorporation of component Is the responsibility or the building designer. " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at a,,,� ` is the responsibility of the erector.Additional permanent bracing of 2'n.c.and et 10'on.respectively unless braced throughout their length by �••7 DATE: 11/30/2015 the overall structure Is the responaiblNly of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywail(BC). 4.Ne load should be applied to 3.2e Impact bridging or lateral brecbg where shown e e SEQ.: K 15 6 0 7 8 0any component until after aN bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete end at no lime should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK deIgnloads beapplied toany component. and are for"dry condition"ofuse. EXPIRES:8.D 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary.assumes November 30,2015 fabrication,handling,shipment and Installation of components. 8.This designs furnished subject to the limitations set forth by T.Design assumes adequate drainage Is provided. S.Plates shall be located on both faces of truss,end placed so their center TPIMRCA In SCSI,copies of which',Alba furnished upon request. lines coincide wee joint center lines. Mu ck USA,Inc./Com uTrus Software+ 9.Digits indicate size of plate in Inches. P 7.6.6-SP2(1L)-E 1o.For bash connector plate design values see ESR-7311,ESR-19138(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4162) 1836 1-11=(-1458) 3621 11- 2=) -405) 1158 6-16=(-473) 1050 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2777) 1172 11-12=(-1311) 3229 2-12=( -791) 555 16- 7=(-686) 568 WEBS: 2x9 KDDF STAND 3- 4=(-2251) 1067 12-19=( -766) 2940 12- 3=( -28) 349 7-17=(-263) 573 LOADING 4- 5=(-2168) 1170 13-15=( -26) 69 3-19=( -618) 363 17- 8=(-297) 346 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1166 15-16=( -196) 1380 13-19=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1969) 1088 16-17=( -504) 1759 14- 4=( -197) 180 TOTAL LOAD = 92.0 PSF 7- B=(-2979) 1157 17- 9=( -728) 2080 14- 5=( -503) 1037 OVERHANGS: 0.0" 16.5" 8- 9=(-2607) 1035 14-15=( -358) 1722 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 83 5-15=(-1103) 733 15- 6=( -587) 996 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 PIF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -264/ 1681V -312/ 30388 5.50" 2.69 KDDF ( 625) 40'- 0.5" -326/ 1643V 0/ OH 5.50" 2.95 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "0c spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.344" @ 13'- 9.0" Allowed = 2.608" MAX LL DEFL = -0.008" @ 91'- 5.0" Allowed = 0.138" MAX TL CREEP DEFL = -0.010" @ 41'- 5.0" Allowed = 0.183" 19-11-08 20-01 T f ' MAX HORIZ. LL DEFL = 0.099" @ 39'- 7.0" 2-05-12 5-05 5-05 2-04 4-03-12 6-06-10 6-06-10 6-11-13 MAX HORIZ. TL DEFL = 0.159" @ 39'- 7.0" T i T T T T T T T 12 12 Design conforms to main windforce-resisting M-4x6 7.50 127Q 7.50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 TN (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Di r), M-3x5 ?r\ load duration factor=1.6, M-5x6(5) F M-Sx6(S) End vertical.(s) are exposed to wind, Truss designed for wind loads .25" 6 0.25" in the plane of the truss only. M-3x4 N 3 M-1.5x3 141111111 M-3x5 iiiiIIIIIIIIr 2 . , o 0 M-3x6 AI..„ _ i„ 41111 ... o „.., , L,, , G : 3x4+6 12 c0 14' �`\0 d' 1�• M-3x4 13. 15 17 • P o � M-3x9+ l M-1.5x3 0.25" M-3x9 M- x6 to 0 O M-3x4+ o M-5x8 a 3.75 M 4x10 M 5x6(S) �` 0 P OPe0� 12 4 C VV 2-05-12 5-05 5-05 2-04 8-05-12 7-07-08 8-03-08 y b C rG Fi' .y 44 y2-04 y 10-10 y 26-10-08 1-04-08fcc-- :9782PE �r 40-00-08 .der JOB NAME : 3413-A REV. POLYGON NW - C3 NAM Scale: 0.1297 / 4, OREGON /`a '0 WARNINGS: GENERAL NOTES, unless otherwise noted. , _ 74,REGON�c^ sti- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual R�..t'1' A a.v ..S G ‹‹;S"... Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 ^!j J Nii 2.2a4 compression web bracing must be Installed where shown a Incorporation of component is the responsibility of the building designer. /�'' 3.Additional temporary bracing k Insure stability during construction 2.Design assume the top and bottom chords to be laleraIy braced al "i .n/I U L \ Ie the responsibility I the erector.Additional t br°cin f 2'continuous and at 10'hino.crespectively as ply woods sheathraceding(TC) (TC)throughout their length).by �'1 p dyo permanent Bo contlnuoua sheathing each as plywood ahea1hing(TC)end/lar dryeeit(BC). DATE: 11/30/2015 the overall structure is the responsibility of the building designer, 3.Zit Impact bridging or lateral braGng required where Mown•. SEQ.: K1560781 4.No bad should be applied to any component until alter all bracing and 5.Installation allationoftru truss sibiliyofthenresconoelveemaconrmenl, raelenere are complete and et no time should any mass Bremer than are assumes EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied teeny oomponenl Dee n assufor mes condition"of use. 5.CompuTmshas nocontrol over and assumes nore responsibility for the 6.necessary. November 30,2015 sports y ry, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations net forth by 8.Plates shell be located on both feces of truss,end placed so their center TPW4TEA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inn./CompuTrus Software c7,6.6-SP2(1 L)-E 10.For bask connector plate design valued see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16 BTR LOAD DURATION INCREASE = 1.15 1- 2=(-4154) 1835 1-10=1-1458) 3603 10- 2=( -405) 1153 14- 6=(-586) 996 BC: 209 KDDF #160TH SPACED 24.0" O.C. 2- 3=1-2778) 1172 10-11=1-1311) 3212 2-11=( -787) 555 6-15=(-473) 1053 WEBS: 204 KDDF STAND 3- 9=(-2252) 1066 11-13=( -766) 2427 11- 3=( -28) 349 15- 7=1-688) 568 LOADING 4- 5=(-2169) 1170 12-14=1 -26) 63 3-13=1 -617) 363 7-16=(-322) 583 TO LATERAL SUPPORT <= 12"OC, DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1929) 1165 14-15=1 -202) 1369 12-13=1 -87) 0 16- 8=(-306) 399 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1972) 1106 15-16=1 -503) 1748 13- 4=( -197) 180 TOTAL LOAD = 92.0 PSF 7- 8=(-2485) 1229 16- 9=1 -769) 2083 13- 5=( -503) 1033 ." For hanger specs. - See approved plans 8- 9=(-2610) 1087 13-14=( -396) 1711 LL = 25 PSF Ground Snow (Pg) 5-14=(-1100) 744 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION($) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE'. 0'- 0.0" -266/ 1682V -297/ 298H 5.50" 2.69 KDDF ( 625) 40'- 0.5" -265/ 16B2V 0/ OH 5.50" 2.69 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.197" @ 13'- 4.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.343" @ 13'- 9.0" Allowed = 2.60B" MAX HORIZ. LL DEFL = 0.098" @ 39'- 7.0" 19-11-0$ 20_01 fMAX HORIZ. TL DEFL = 0.158" @ 39'- 7.0" 2-07-08 5-05 5-03-04 2-02-04 4-05-08 6-06-10 6-06-10 6-11-13 T f 12 T f f f f f f Design conforms to main windforce-resisting M-4x6 12 system and components and cladding criteria. 7.50Q 7.50 Wind: 190 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0"6 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), i load duration factor=1.6, (�\ End verticals) are exposed to wind, M-5x6(S)"M-3x5 M-Sx6(S) Truss designed for wind loads in the plane of the truss only. INsii .250.25" 9 Ja M-3x9 3 M-1.5x3 M-3x5 z M-3563 / Aillikhh ,n a M-5x6 11 19 na1, 401111111.111 _ \.,�; �: _ of 0 1 M-3x4+ M-3x9 M_1125x3 14 05.25" M-3x9 'kgo M-3x4+ o M-3x6i M-5x8 0 . 3.75 M-4x10 M-5x6(S) - - 12 II o. psy y y y y y y y NGE /2-04 5-05 5-06-12 2-04 8-05-12 7-07-08 8-03-08 c`5 �NEE-yyam2-09 10-10 26-10-08 : 2 -yy 40-00-08 .f ✓ JOB NAME : 3413-A REV. POLYGON NW - C4 Scale: 0.1347 //'''��(('��/ ��1`�v y/y'�((���� t^ WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON VIV ©^'•J Truss: C 4 Builder and erection contractor should be advised of all General Notes This design Is based Doty upon the parameter shown and Is or an Ind itlual & <es and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing must be Installed where shown s. Incorporation of component is the responsibility et the building designee /, 3.Addltmeat temporary bracing to Insure stability during seealraonee 2.Design assumes the lop end bottom chorda to be laterally braced et de F4 Li 1 ` is the responsibility of the erector.Additional permanent bracing of 2'a.c.and et 10'o.c.respedlvaly unless braced throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility ofihe building designer. continuous sheathing such as plywood sheet she,.C)and/or drywall(BC). 4.Ne load should be applied to se 3.l2se Impact bridging or lateral bracing required where shown SEQ.: K1560782 pP y component anal after all bracing and 4.Installation of truss N the responsibility of the respeUNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �/�^y TRANS ID: LINK design bads be applied to any component. end are for"dry condition.or use. EXPIRES:ES. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 5 eecesse Design assumes full bearing et all supports shown.Shim or wedge d fabrbetbn,handling,shipment end inatellebon of components. ry' November 30,2015 6.This design is furnbhed subject to the limitations set rash by 7.Design assumes adequate drainage Is provided. S.Plates shell be bested on both feces of truss,and placed so Meir center TPVWICA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits Indicate size or plate In Inches. 1e.For basic connector plate design values see ESR-1371,ESR-7985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #166TH LOAD DURATION INCREASE = 1.15 1- 2=1-2633) 1077 1- 8=(-750) 2311 2- 8=(-277) 387 11- 6=1-304) 399 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2- 3=(-2520) 1212 8- 9=(-507) 1991 8- 3=(-309) 550 WEBS: 2x4 KDDF STAND 3- 4=(-2033) 1105 9-10=(-202) 1429 3- 9=(-674) 563 LOADING 4- 5=1-2038) 1107 10-11=1-503) 1805 9- 4=1-471) 1029 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2552) 1223 11- 7=(-769) 2122 4-10=1-476) 1093 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2659) 1087 10- 5=1-688) 567 TOTAL LOAD = 42.0 PSF 5-11=1-321) 583 *' For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -267/ 1707V -298/ 298H 5.50" 2.73 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.5" -265/ 1706V 0/ OH 5.50" 2.73 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.135" @ 26'- 7.0" Allowed = 1.956" MAX TL CREEP DEFL = -0.250" @ 15'- 9.5" Allowed = 2.608" MAX HORIZ. LL DEFL = 0.060" @ 39'- 7.0" MAX HORIZ. TL DEFL = 0.095" @ 39'- 7.0" Design conforms to main windforce-resisting 19-11-08 20-01 system and components and cladding criteria. f f f wind: 190 mph, h=25.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6-10-05 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T 4 T T T load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, M-9x6sr 7 50 Truss designed for wind loads 7.50 in the plane of the truss only. 4.0" 4 ,hl 3S\ M-5X6(5) M-5x6(S) 41114411141% 0.25" o.zs" \ / ;o, o0 M-1.5x3 M-1.5x3 z • toAllAihiiihin. O O � 8 jje S! - N p 11 s'''"1 0 11^M-3x6 M-3x9 3.25" b.25' M-3x9 M-3x6 : 0 - \'C 0 ,,0 Pflor ' M-5x6(S) Mx ( ) 5G � y ), y y i' ‘A &. / 8-02 7-07-08 8-04 7-07-08 8-03-08 y y 17_,..,40-00-08 ; 7$2PE • JOB NAME : 3413-A REV. POLYGON NW - C5Scale: 0.1533 / ir WARNINGS: GENERAL NOTES, unless otherwise noted: ..' 40 OREGON ~ �. 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 IndNidual i^, Truss: C5and Warnings before construction commences. building component.Applicability of designparemetersandproper & + Q,, 2.2x4 compression web breGng moat be installed where shown*. Incorporation of component is the responsibility of the building designer. '"' = f7�/ 4 b ( 3.AddRlenel temporary bracing to insure ate bility during construction 2.Design assumes the top and bottom chords to be laterally braced at rT T 1 �`(/ Is the responsibility f the erector.Addhionel permanent bracing of 2'o.c.and al 10'o.c.respectNely unless braced throughout their length by {j. p ty o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1:9 Al PA U`r `'` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral breGng required where shown** 4.No load should be applied to any component until aRer all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 15 6 0 7 8 3 fasteners are complete and at no time should any loads greater than 5.Deegn assumes trsses are to be used In a non-corrosive environment, anTRANS ID• LINK design loads beappledto any component. Desanassumesmearingtion"of a. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design =somas full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 eponsi Y fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of pieta In inches. MiTek USA,IOC./CompuTrus Software 7.6.7(11)-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 90'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #1&BTR 1- 2=(-2667) 1091 1- 9=(-766) 2364 2- 9=(-303) 399 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2- 3=(-2560) 1227 9-10=(-977) 1968 9- 3=1-321) 582 3- 4=(-2097) 1110 10-11=(-198) 1999 3-10=(-688) 568 LOADING 9- 5=(-2045) 1092 11-12=(-507) 1824 10- 4=1-476) 1093 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2549) 1160 12- 7=(-730) 2114 4-11=(-476) 1090 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2659) 1038 11- 5=(-686) 568 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 83 5-12=(-262) 573 OVERHANGS: 0.0" 16.5" 12- 6=(-296) 346 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA -'-', For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -264/ 1711V -313/ 309H 5.50" 2.74 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 2.0" -327/ 1849V 0/ OH 5.50" 2.96 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.137" @ 26'- 8.5" Allowed = 1.963" MAX TL CREEP DEFL = -0.255" @ 15'- 11.0" Allowed = 2.617" MAX LL DEFL = -0.008" @ 91'- 6.5" Allowed = 0.137" MAX TL CREEP DEFL = -0.010" @ 91'- 6.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.061" @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.096" @ 39'- 8.5" 20-01 20-01 6-11-13 6-06-10 6-06-10 6-06-10 6-06-10 6-11-13 Design conforms to main windforce-resisting T T f T ' f ,. system and components and cladding criteria. 12 12 7.50 M-4x6 Wind: 140 mph, h=25.5ft, .2,BCDL=6.0, ASCE 7-10, AQ SCE(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 4 ,6.' End vertical(s) are exposed to wind, • iS% Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-5x6(S) 7 0.25"3 0.25" • M-1.5x3 M-1.5x3 Ali / : iiiiiiii.„ o O e` ee = �0 1** 9 tM-3x6 M-3x9 b0.25" 11.25" M-3x9 M 6o0 Rt,V ry O rr �M-5x6(5) M-5x6(5) ��y y y y l y 6.1N � ,' 78-03-08 7-07-08 8-04 7-07-08 8-03-08 r;Z:., .9 �y b y 90-02 1-09-08 89782PE JOB NAME : 3413-A REV. POLYGON NW - C6 / . Scale: 0.1516 +` 7. _...10 WARNINGS: GENERAL NOTES, unless otherwise noted' 40 Truss: C 6 1.Builder end erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and is for en Individual -y OREGON b~ and Warnings before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be beetled where shown*. incorporation of component Is the responsibility oldie building designer. �y (� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and Sodom chorda to be IaleralN braced at -7,9, �� V" ', �eI„�� Is me responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by fr /.� T `(v+ DATE: 11/30/2015 the overall structure is the responsibility of building designer. continuousxIactsheathing bridging or such i b ptywg red meed n ere s and/or Orywall(BC). ,` PA U L. � 4• 4.No load should be applied to an component g an 3.2a Impact brltlging or lateral bracing required where Mown*+ SE K1560784 pp ycom t until eller all bracing d 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 8.Design assumes busses 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. Design 5.Compuirua has no control over and assumes no responsibility for the 6 nne ease assumes lull bearing at aft supports shown.Shim or wedge 11 EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7ry. 8.This design is furnished subject to the limitations set forth by 5.Design assumes onbel°ded °othifacenage'°pruss,ed. November 30,2015 8.Plates shall be located e both faces of truss,and placed so melt center TPIMRCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./CompuTN9 Software 7.6.7(1 L)-E 9.Digits Indicate eye of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 40'— 2.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #168TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=25.5ft, 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=1.6, End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 POE 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. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP M-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 20-01 20-01 '1 ,r T 13-04-09 6-08-07 6-08-07 13-04-09 f 'f ' T T 12 IIM-4x4 12 7.50 2 Q 7.50 M-3x5(5) 0001011731111111114,M-3x5(5) 4111111111 1 4 70000000 000000 00000 o Q ar r_ o 4 oIIo M-3x5(5) M-3x5(5) o M-3x4 14-3x4 ), y y �.�,Ea P R 0Fe,„ 15-11 8-04 15-11 .,SCJ �G NEE-,,,, /C7 y 40 02 tc: 1 0i&782PE mac' JOB NAME : 3413—A REV. POLYGON NW — C7 Scale: 0.1993Pr ,/r� WARNINGS: GENERAL NOTES, unless othenNae noted: 44) -7 OREGON ", I.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en individual -y lift 4.14.J11 Truss: C7 and Warnings before construction commences. building component.Applicability of design parameters and proper //`' 2 2.2s4 compression web bracing must be Installed where shown e. Incorporation of component Is the responsibility of the building designer. �'� v,4[7 A 6 < 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at rT y I`(,+ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at f 0'o.c.reapecasely unless braced throughout their length by /�s continuous sheathing such as plywood eheathing(TC)end/or drywell(BC). Je"q UL R\ DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown o r. SEQ.: K1560785 4.No bad Mould be applied to any component until eller all bracing and 4.Installation tellatign se orhususthherrspo sibbe ulxAfthnespesoa antrractmnm.nt, fasteners are complete and at no time should any beds greeter than and are for"dry condition"of use, TRANS ID' LINK design bads be applied to any component. B.Design assumes full bearing at eN supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the a„ry, EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provkied. November 30,2015 6.This design is turn shed subpart to the limitations set forth by B.Plates shell be located on both feces of truss,and placed so their center TPIIW1 CA 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./CofnpaTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ES12-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 12'— 6.5" COND. 2: Design checked for net(-5 g (— psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 RODE #16BTR 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"00. 000. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.3ft, TCDL=9.2,B0DL=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, M-1.5x9 or equal at non—structural End verticals) are exposed to wind, vertical members (ton). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. 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. 12-06-08 1' 12 9.00 17 2 —/ 0 to 0 c rn ti f 1 o ,,— i 0 3 �� M-3x4 9 b y y 1-00 11-06-08 y y 12-06-08 ttiVs�D PRO fess ,,.j0NG1NE"..5, /0 "44 -L 89782PE pr JOB NAME : 3413-A REV. POLYGON NW - D1 Scale: 0.9806 s • �. WARNINGS: GENERAL NOTES, unless otherwise noted: 40 TrussD 1 t.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 lndlvldual S C)REGON CKs and Wa minas before construction commences. building component.Appllcablllly of design parameters and proper 2.2x4 compression web bracing must be Installed where shown*. 2.Design assumes the lop end bottom chords to be laterally bated at Incorporation of component le the responsibility of the building designer. �� J �? 3.Additional temporary bracing to Insure stability during construction le the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless bated throughout their length by DATE: 11/30/2015 the overall structure Is the responsibility iii continuous sheathing such t b plywood aired In ere s own•tlrywell(BC). AA U L. � p ty olihe building designer. S.2a Impact bridging or lateral breGng required where shown+r SEQ.: Ki5 60 7 8 6 4.No load Mould be applied to any component until eller all brewing and 4.Installation of truss Is Me responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than s.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. {�y)�{J�]/� 5.Comporrue has es control over and assumes no responsibility for the 8 ecesDesign assumes full bearing at all suppose shown.Shim or wedge if EXPIRES: F G!k,7 11 GV fabrication,handling,shipment and Installation of components. eery. 6.This design is furnished subject to the limitations set forth by 8.PlateDesigs assumesadequatedrainagel&ts resdeQ November 30,2015 8.Plates MaM be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center Iles. MiTek USA,Inc./Com uTrus Software7.6.7(11.)-E 9.Diggs indicate size of plate In inches. p10.For basic connector plate design values sea ESR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=(-721) 169 1-5=(-235) 630 5-2=( 0) 234 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-106) 98 5-6=(-238) 626 2-6=(-686) 208 WEBS: 2x4 KDDF STAND; 3-4=( -7) 3 6-3=(-165) 128 2x4 DF STAND A LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1'- 0.0" -66/ 559V -56/ 152H 5.50" 0.84 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12'- 6.5" -66/ 495V 0/ OH 5.50" 0.79 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.008" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.020" @ 6'- 8.1" Allowed = 0.531" MAX TL CREEP DEFL = -0.042" @ 6'- 8.1" Allowed = 0.708" 6-09-14 5-04-14 0-03-12 MAX HORIZ. LL DEFL = -0.005" @ 12'- 1.0" ' 1' MAX HORIZ. TL DEFL = 0.009" @ 12'- 1.0" 12 M-1.5x3 9.00 1.--' 4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. I Wind: 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x9 in the plane of the truss only. 2 N O 00 1O 1 .0•".1 ii r j ill°LINIIIkl --11 II h'..- A Addll , o 7�� 5 6 CD M-3x8 M-1.5x3 M-3x4 y y k 6-08-02 5-10-06 ), ), l 1-00 11-06-08 F y 12-06-08 y Gl S(, ' c 89782PE JOB NAME : 3413-A REV. POLYGON NW - D2 • rte �P// • Scale: 0.4181 /" �,^^ _ow.. WARNINGS: GENERAL NOTES, unless otherwise noted' C.-. 4) 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 en individual "i? _ OREGON Q� �. Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper .Y'/ ( Z]? 2.284 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 9 `�„�' tj .S{� altYi- 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be IaterelN braced at T l 1 �`(/ la the rc big f the erector.Additional t brach I T oc.and al 10'o.c.respectively unlew braced throughout their length by sponsi ty o permanent g o continuous sheathing such as plywood sheathing(TC)end/or drywall(SC). �A UL P` DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 6 0 7 8 7 4.No bed should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID' LINK design bade be applied to any component and aassure for"dry MI bearing use. 5.CompuTrus has no control over end assumes no responsibility for the G.Design assumes NII beadng el el supports shown.Shim or wedge if EXPIRES: 12/31/2016 ry m fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 30,201 5 8.This design la furnished subject to the limitations set forth by 8.Plates shat be located on both feces of truss,end placed so their center TPI/WICA in SCSI,copies of which will be furnished upon request. Ines coincide with joint centerlines. 9.Digits indicate size of pleb In inches. MiTek USA,Ino./CompuTrus Software 7.6.7(11.1-E 10.For beak connector plate design values see ESR-1311,658-1988(MITek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-447) 176 1-5=(-220) 392 2-5=(-432) 199 BC: 204 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=( -83) 77 5-3=(-129) 111 WEBS: 2x9 KDDF STAND; 3-4=( 0) 0 2x9 OF STAND A LOADING 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) l'- 0.0" -52/ 440V -43/ 119H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.5" -48/ 376V 0/ OH 5.50" 0.60 KDDF ( 625) Unbalanced live loads have been considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1: Heel to plate corner = 5.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.006" @ 0'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 5'- 2.6" Allowed = 0.390" MAX TL CREEP DEFL = 0.021" @ 5'- 2.6" Allowed = 0.519" 5-03-02 4-01-10 0-03-12 f < .r l' MAX HORIZ. LL DEFL = -0.003" @ 9'- 3.0" 12 MAX HORIZ. TL DEFL = 0.004" @ 9'- 3.0" 4.00 0' M-1.5x3 Design conforms to main windforce-resisting 3 9 -/ system and components and cladding criteria. Wind: 190 mph, h=20.8ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 2 N ii.d l0 O 01 1 ��', 1 .11111111111111111.1..._ milI o f �V 6 1 �I S 0 M-3x8 M-3x4 y b b 9-03 0-05-08 l b Jr 1-00 8-08-08 Jr Jr 9-08-08 <(,�Ep PR°per, 4�c, :9782PE �v JOB NAME : 3413-A REV. POLYGON NW - D3 • . .•O' Scale: 0.4709 t�/.. WARNINGS: GENERAL NOTES, unless otherwise noted: �}/ Truss D3 1.Builder and erection contractor should be advised of all General Notes I.This design kbased only upon the parameters shown and isfor enIndividual "f1' OREGON h� and Warnings before construction commences. building component.Applicability of design parameters and proper .,s� t Q Q'` 2.274 compression web bracing must be installed where shown+. Incorporation componentofis the rcsponsibildy rig building designer. 74 �4 2 /'),�` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �i is the responsibility of the erector.Additional permanent bracing of 2'0.4 end at t0'o.c.respectively plywood unless braced throughout their length by F DATE: 11/30/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as sheathing(TC)and/or drywall(SC). �'A U s.+ 3.27 Impact bddging or lateral bracing required where shown++ SEQ.: K1560788 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 mads greater than S.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINE 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.Design assumes x E' PIRES: 12/31/2016 fabrication,handling,shipment and inslelletion of components. cescery. 7.Design assumes aderainageispro"med. November 30,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shell be locateddonon both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CumpuTrus Software 7.6.7(1L)-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 9'- 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF 1#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&13TR 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.8ft, 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 PIP load duration factor=1.6, M-1.5x4 or equal at non-structural End vertical(s) are exposed to wind, vertical members (uon). LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous .. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9-08-08 T 1' 12 9.00 G,- 2 —7 io 0 m 1 ,,-, _601111111MIIIIIIM111111111111 I 0 3 4 M-3x4 k b l 1-00 8-08-08 k y 9-08-08 <-sk�V f 11OP4: �c, ,NGlNEE-9 /0 Q 89782PE Y" JOB NAME : 3413—A REV. POLYGON NW — D4 ' Scale: 0.5079 1fr . '5;5t4;''c!?r. NO WARNINGS: GENERAL NOTES, unless otherwise noted: v ^4') 1.Builder and erection contractor should be advised of all General Notes t.Thle design is based any upon the parameter.shown and is kr an individual ,r�OREGON s..., Truss: D4 and Warnings before cenetmction 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. 79 &ale [� {.� V�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bosom chorda to be lateraly braced at rT ✓ Is the responsibility of the erector.Additional permanent bracing of 7 0.0.end at 10.0.e.respecttvely unlew braced throughout their length by PA }may+ L v DATE: 11/30/2015 the overall structure is the responsibility of building desi continuous or suehibacinas g required wheresoan•tlrywall(BC). AU � pon ny o e ger. 3.zx Impact bridging or enteral breaks regwred where shown,. SEQ.: K 15 6 0 7 8 9 4.No load should be applied to any component until after all bracing and 4.Installation allation of truss is the responsibility are spo sibbe usyC I t e endo toe contractor. fasteners are complete and el no time should any loads greater than Design assumes TRANS ID: LINK designsadsbeappliedtoanycomponent. 5 onment, eDea1reforery ondd n�fase.supports g 5.CompuTrus hes no control over and assumes no responsibility for the case assumes 0a DDo 9e EXPIRES: 12/31/2016 ry. L/li- fIG fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 30,2015 8.This design M furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,end placed so their center TPIIW1CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits indicate sOs of plate in Inches. MiTek USA,IDC./CompoTros Software 7.6.7(10-E 10.For beak connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-27) 19 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 298V 0/ 29H 1.50" 0.90 KDDF ( 625) 0'- 11.2" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -39/ 20V 0/ OH 1.50" 0.03 KDDF ( 625) 9.00 I '" 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/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, 3 -/ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1111112 CD MM CO o O /- // "4 -/ M-3x5 b 1-00 y 1-00 y ���EO PR(Ofi ,6 (PROVIDE FULL BEARING)Jts:2,4,4 rA,sC •. l I ,INE• `'A /0 '� :9 82 E �� JOB NAME : 3413-A REV. POLYGON NW - El • it Scale: 1.1020 WARNINGS: GENERAL NOTES, unless otherwise noted: (,o.� 1 S Truss El 1.Builder end erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and A for an Individual �qet -? •S EGON and Warnings before construction commences. building component.Applicability of design parameters and proper (�,a-� fl Z) 2.204 compression web bracing must be installed where shown•. Incorporation of component la the responsibility of the building designer. 7� �/� y ()� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el a�.ri, Is the responslblety of the erector.Additional permanent bracing of 2'o.c.and at 10'ox.respectively unbar braced throughout their length by it `(�/+^ DATE: 11/30/2015 the overall structure is the responsibility of the buildingdee 2x Impacts sheathing such l b plywood required el whereC)andlof drywell(BC). �•^+ , ` designer. 3.2x Impact bridging or lateral bracing requlretl whero shown•• A U SEQ.: K1560790 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respecltvecontractor. 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, TRANS ID: LINK design loads be applied to any component. end cr5 To,"dry sondilisn"at as.. 5.CompuTrushas nocontrol over end assumes noresponsibiliy for the 8.DesignassumeefullbearingelaAwppons505am.Shimorwedgeif EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment andlnslelhtion of components' 7.Design assumes adequate drainage is provided. November.30,2015 8.This design b furnished subject to the limitations set forth by 8.Plates shall be located on both/ecce of(ruse,and placed so their center TPIMrtCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-19881MITek) Symbols Numbering System a GeneralSafety s PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Pro ert 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths p Y 1 /4 II (Drawings not to scale) Damage or Personal In u offsets are indicated. g j ry LIMDimensions are in ft-in-sixteenths. 114k 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 O 14 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. iiiilimi O3. Never exceed the design loading shown and never �-� U stack materials on inadequately braced trusses. FAA a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ 7-8 6-7 - designer,erection supervisor,property owner and plates 0 'Ag' 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. connector plates. THE LEFT. 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 not exceed 19%at time ofabrication.ure content of lumber hall PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. 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 #j-fr Indicated bymbol shown and/orSYP represents values as published specified. symbol 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 15.Connections not shown are the responsibility of others. W Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. Min size shown is for crushing only. MIIIIS 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review is all portions of this design(frontback,ctures words Plate Connected Wood Truss Construction. and not pictures]before use.Reviewing pisufficient. DSB-89: Design Standard for Bracing. hiliTellica' BCSI: Building Component Safety Information, 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