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Plans (29) 44 S ToZOI S— (X4,21-// I s-1k l See) rvrc I/f c _ 45'-6" -� t ,f F. v 6'-0" 34'-0" 5'-6" 4k - 31'-s" DEC 15 2015 iggha c 1'e1k ria ? " F w — .R1 . aa NI - ... .. ... _. . . . II Co . "' D2 (7) A % 1" t N E3 (3) O 02 OD b , b F2 (6) o ' 1 1 i 1 I . l Ho I L i 1 j• I F3 (7) co CO li C.2 N II O v I' • ii I . WF4 .. \ I I I 40-0" 5-6" 45'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 12/08/15 PLACEMENT ONLY REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL -ti PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER am lumber J-1871 STONE BRIDGE INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD I PLAN: DRAWN BY JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING - CUSTOM / J-1871 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO T D U C REVIEW AND APPROVE OF ALL C U m P A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ,{ 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek' , MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1871 STONE BRIDGE 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: K1582059 thru K1582074 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. co NGLN 89200PE sac" OREGON 'O Y` 14 `-13� 4 December 8,2015 Baxter,David 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 ANSI/TPI 1. This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" COND. 2: Design checked for net(-5 TC: 2,9 NUDE 614BTR ( psf) uplift at 29 'oc spacing. LOAD DURATION INCREASE = 1.15 - - BC: 204 RIDE #1&BTR SPACED 24.0" 0.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. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 REF Wind: 190 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), S1-1.5x9 o TOTAL LOAD = 92.0 PUP load duration factor=l.6, equal at non-structural vertical members (con). Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Unbalanced live loads have been LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL considered for thus design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Nate: Outlooker truss. Upper top chords -equine same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP min typical 36"oc (con). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'Note:Truss design requires continuous bearing wall for entire span UON. 8-00 8-00 --7 9-00 I. -.- ---_ -.. 8-00 0 7, M-42x8+ / T + M-3x6 �� M-3x6+ co 6+ ® Im o o ' 4 ..I —'/,,'.//,'' z/ //////////////////-',_//L1L,/'///////////7-,e,.,'/i/l////i1/ 'moo 5 \VI (�[y c?: D f R Qr""`Cy -1-00 16-00 y 1-00 �,S^'+C'th1E'-� cS/0 :9200p c- JOB NAME : J-1871 STONE BRIDGE — Al4."10'410101P Scale: 0.3938 If {^� /"Y•. WARNINGS: GENERAL NOTES unless otherwise noted -y, �y OREGON A_ �^;�jr'C Truss: Al 1 Budder and erechon contractor should be advised stall General Notes 1.This design is based only upon the parametersh ndenran individual '�j tip a.Vs ro and Warnings before construct) s, building component Applicability of design parameters and proper /.0 '47)".�` 1 4 r Y'] 2 2a4cosipressonweb bracing tD installed liawhera show .. corporaton of components the res pons bTN f the budding designer. '�./` G l ... 3 Additional temporary bracing to stability during construction 2 Design assumes the top and bottom chord t E Wt Ity braced at try(_ - s the responsibility of the erector.Additional permanent bracing of 2 o c and at 70 a.c.respectively asty cokes braced throughout their length by •�" C?1 4 „ DATE; 12/8/2015 the overall structure is the responsibility of Me building designer continu Sheathing such as plywood required ng(TC)and/or drywall(BC). fl 4 l.. 4.Na bad should beapplied to anycomponent until after all brain and 4.In2Impact bridging or thelatrelpracngreq f rhe respesrnhere e co.+ SEQ. : K1582O59fasteners are compltand at nlie should any greaterbadsh5.Desiggnlasion umstrisles are to be useility acaeocpecros contractor. r. than 5.Design assumes trusses are m be used b a non-corrosive environment, TRANS ID: LINK deaignbedebeappredfaany component. and are for"dry condition.'of use. EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if fabrication,handing.shipment and installation of components. necessary. December 8,2015 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. TPIM?CA in BC51,copies of which will be furnished upon request. 8.Ales s snail be located on beth laces of truss,and placed so their center roes coincide with tetoi plate lines. 9.MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 0 Fens isisconelser pplatee inches. 10.For basic connector plate design values see E5R-1311,ESR-1588(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 16-00-00 GIRDER SUPPORTING 31-09-00 IBC 2D12 MAX MEMBER FORCES 4WR/DDF/Cq=1.0D TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-6236) 1382 1-6=(-1099) 4816 2-6=(-128) 358 BC: 208 KDDF H1&BTR 2-3=(-6032) 1909 6-7=1 -698) 3502 6-3=(-812) 3504 WEBS: 2n4 KDDF STAND LOADING 3-9=(-6032) 1404 7-5=(-1099) 9816 3-7=(-812) 3509 LL = 25 PSF Ground Snow (Pg) 4-5=1-6236) 1382 7-4=1-128) 358 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- D.0" V BC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 371.9)+DL( 272.9)= 644.8 PLF 0'- 0.0" TO 16'- 0.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 1 complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1259/ 5670V -116/ 116H 5.50" 9.07 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 16'- 0.0" -1259/ 5670V 0/ OH 5.50" 9.07 KDDF ) 625) nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc. in 1 row(s) throughout 2x9 webs. CKIND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.051" @ 5'- 5.9" Allowed = 0.759" MAX TL CREEP DEFL = -0.103" @ 5'- 5.9" Allowed = 1.006" MAX HORIZ. LL DEFL = 0.012" @ 15'- 6.5" 8-00 8-00 MAX HORIZ. TL DEFL = 0.020" @ 15'- 6.5" 1. __- (_ 4-01-14 3-10-02 3-10-02 4-01-14 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 I. M-5X6 12 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-1D, 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 5.0" load duration factor=1.6, ' '.( Truss designed for wind loads in the plane of the truss only. 3 5,, M-1.5x3 \ M-1.5x3 2 � M-9x10/" M-9x10 II I O o �- '_ `O �- II ISI ISI �o 1-=� 6 5 CD0 M-4x10 M-4x10 l_ 5-05-19 5-00-05 S-Os-19 1, 16-00 y �Co' 1 N n ,! 89200PE c" JOB NAME : J-1871 STONE BRIDGE - A2 00.- Scale: 0.3335 � it GENERAL.NOTES, I- WARNINGS: unless otherwise noted, ry„'E Truss: A2 1.Budder derectioncontractor should be advised of al General Notes 1.This designs based only upon the parametersh d iis for an Individual 'fit (M EGON "j• nd Wgs bb construction commences budding component Applicability ofdesgnp t d proper // v G4741YY 2 24 compression bb g Ubeinstalledwh ho incorporation of component Is the responsibility f the budding designer. L+ ¢ „� 3 Atltllanal temporary bracing t stability duringconstruction 2.Design assumes the top and bottom chord t b laterally braced at r/1 / ./;.{f 1� is the responsibility (the t Additionalperm tb gaf 2 oc and el tO o.c respectively unless bd ththeir length by "r*,s° ill 7 Y SEE• 12/8/2015 the overall structure s the responstbl ty of the building" designer. 3 2x Impact brcontinuous idging or lateral braching such as ing re aired where yI re s and/or drywall(BC). [„-�t 14h+ 4 No bad should be lied to any c gre r equired wheBcahownw. sw:rli Q.: K1582060 spoked y emponent until after all bracing and 4 Installalon of truss the responsibility fthe respective contractor. 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, and are for d"/ca ntldion"ofTRANS ID: LINK design loads be applitl to any amPonent, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If (7 [} �+ q / i 0y fabrication,handling,shipment and installation of components. 5 ne cessa ry6u EXPIRES: 1Gla iJ2UE 5.This design is furnished subject to the!Mutations set fodh by T.Pltignhall be loaded onate oti face istrass, December 8,2015 6.Plates shall be located on both faces of truss,and placed so their center MAMMA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. Mitek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits indicate sae of plate in inches. 10.For basic connector plate design values see 658-1311,655-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" COND. 2: Design checked for net(-5 F N14BTR psf) uplift at 29 " c spacing. TC: 2x4 KDD LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&13TR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 (CODE STAND system and components and cladding criteria. LOADING TO LATERAL SUPPORT <= 12"0C. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, EC LATERAL SUPPORT <= 12"0C. EON. DL ON BOTTOM CHORD = 10.0 Pop (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), TOTAL LOAD = 92.0 POE load duration factor=l.6, Truss designed for wind loads -1.504 or equal at non-structural LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. vertical members (lion). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP min typical 36"oc (son). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 1 ------- 6-06 6-06 T M-9x8 29.0" r>� 6.i1L 100 44, M-3x6+ of 0co �� .'' I 9 M-1.5x3 M-3x6+ b b 6-06 6-06 1-00 13-00 1-00 ��` ` GINE' , y `r' ' 89200PE ,, JOB NAME : J-1871 STONE BRIDGE - B1 .�lop . _ Scale: 0.9191 V h. WARNINGS. GENERAL NOTES, uMess otherwise noted. -74. ,y OREGON 1,.. [ry Truss: B 1 1 Builder and erection contractor should be advised of all General Notes i This design is based only upon the parameters shown and tindividual1°' in -`V and Warnings before construct c building component Applicability f dg parameters and pp I'y^ -.7 pi 14 2(3 � 2.204 compression web bracing Ib installed II tl he ho incorporation of component theresponsibility of the Melding designer. ,f r L a{1. 3 Additional temporary bracing to- stabile,/during construction 2.Design assumes the top d bottom chords to be laterally braced at !#j//_ CVFs T- s the responsbl'ly of the erect Additional permanent bracing of 2 o c and at 10'hin respectively less braced throughout Meir length by • �C']1 4 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. SeIp continuous sheathing such as plywood sheathing(TC)where and/or drywall(BC). 1'1 1 1+" 4.No bag should be applied to any3.In Impact boMglng or lateral bracing required whpe shown.ct a SEQ. : K 15 8 2 0 61pp component until after all bracing and 4.Installation m truss le me reevanaroniy ohne reapeaNe oano-anor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to he used in a noncorrosive environment. TRANS ID: LINK deaignbadabeappbedosoy component. and are br"dry condition"of use. EXPIRES. 12/31/2015 5.CompuTrus has no control over and assumes no responsibility for the 8 nDeces sa assumes full hearing at a8 auppads shown.Shim or wedge If fabrication,handling.shipment and installation of components. 7.Design sDecember 8,2015 6.This design is furnished subject to the limitations set forth by 9 assumes adequate drainage is tus,provided. TPI/WTCA In BCSI,copies of which will be furnished upon 8.Plates incil be with join on terh faces of truss,and placed so their center p n request, lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-BP2(1 L)-E 9.Digits indicate see of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/Doli/Cq=1.00 TC: 2,1 KDDF 41513TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-23) 398 2- 3=(-718) 152 BC: 2x9 KDDF HOSTS SPACED 29.0" O.C. WEBS: 2`!9 KDDF STAND 2- 3=( -99) 199 8- 6=(-23) 398 8- 9=( 0) 296 3- 9=(-507) 130 5- 6=(-718) 152 LOADING 4- 5=(-507) 131 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -99) 199 BC LATERAL SUPPORT 0= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 LETINS: 2-00-DD 2-00-0D TOTAL LOAD = 92.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -105/ 660V -111/ 111H 5.50" 1.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 0.0" -105/ 660V 0/ OH 5.50" 1.06 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6-06 6-06 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 'f- - _-- __-- ------ ---I MAX LL DEFL = 0.109" @ 11'- 5.1" Allowed = 0.609" 1-08-13 4-09-03MAX TL DEFL = 0.107" @ 11'- 5.1" Allowed = 0.806" 4-09-03 1-08-13 MAX LL DEFL = -0.002" @ 14'- 0.0" Allowed = 0.100" (_ ..-_ _ -1- ..__ -- ( MAX TL CREEP DEFL = -0.003" @ 19'- 0.0. Allowed = 0.133" 12 12 8.00 IIM-9x9 MAX HORIZ. LL DEFL _ ,,,,1 8.00 MAX HORI2. TL DEFL = 0.005" @ 12'- 6.5" 9.0" 4 ,,,..1,' -. Design conforms to main windforce-resisting system and components and cladding criteria. ' 1:1"\ Wind: 140 mph, h-21.5ft, TCDL-9.2,BCDL-6.0, ASCE 7-10, / (All Heights), Enclosed, Cat.2, Exp.B, MWFP.S(Dir), load duration factor=l.6, Truss designed for wind loads / in the plane of the truss only. t4-3x9 �,- M-3x9 ,'Nil �j m ■ II. -o T Mri 7 0 , , 2 ai=M 8 lei 6 M-3x6 M-1.5x3 M-3x6 ), 6-06 6-06 1-00 ( 13-00 1-00 y .c\ ( D F'RQfi6, ' .89200PE mac'" 52, JOB NAME : J-1871 STONE BRIDGE - B2 �/' --- _-- --.-_ _ Scale: 0.3816 www 7 WARNINGS: GENERALNOTE5, unless otherwise noted: • /'y.. Truss: B Z ' 1.Builder and erection contractor should be advised of aY General Notes 1.This design is based only upon the parameters shown ands for an indtvdual +ry OREGON ^/e'4• and Warningsbb construction building component.Applicability of design pt d proper 4 " t "�J' 2 2a4 compress bb g 16 tolled where Chown. incorporation of componentisthe responsibility of the building das goer. v "lip � � 3.Additional temporarybracing t stability during construction 2 Design assumes the top and bottom chords to 6 laterally braced at - fn i,q t s the responsibility f the erector.Addil' I permanent bracing of 2' and at 70 a c respectively unless braced throughout their letgth by •+•r . i'N' DATE: 12/8/2015 the overall structure is the responsibility of thebuilding designer. continuous sheathing such as plywoosheathing(TC)and/or drywall(BC). J�1-'4 I N- [sJfv 4 No bad should be applied to an 3 2a Impact bridging lateral ng required a resilewhershown•t• SEQ. :. K I rJ 8 Z 62y component until after aY bracing and 4 Installation f t 1h responsibility of the respective contractor. fasteners are complete and at no Imo should any bads 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 odabn of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Oesessa ign ssumes full bearing at aY supporh shown.Shim or wetlge if C�/ c�'+ fabrication,handling,shipment and installation of components. 7nec necessary. EXPIRES:p{-s7. gr)pr�it (11 6.This design is furnished subject to the limitations set forth by B.DPesignassumesbe laEed on both ispruss,an December 8,2015 ill{-s7 1 L!J f! V i 6.trees c shall be located both laces 0l truss,and placed so their canter TPIMRCA In BC51,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 13-00-00 GIRDER SUPPORTING 39-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/C 1.00 TO: 2x9 KDDF 111513TR 12 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-5152) 1144 1-6=(-836) 3838 2-6=(-112) 528 80; 206 KDDF k15BTR 2-3=(-9942) 1152 6-7=(-578) 2879 6-3=(-664) 2860 WEBS: 20.9 KDDF STAND; LOADING 3-4=(-4942) 1152 7-5=(-836) 3838 3-7=(-664) 2860 204 DF STAND A LL = 25 PSF Ground Snow (Pg) 4-5=1-5152) 1144 7-4=(-112) 528 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 0.0" V TO LATERAL SUPPORT G= 12"OC. UON. BC UNIF LL( 900.0)+DL( 292.0)= 692.0 PLF 0'- 0.0" TO 13'- 0.0" V BC LATERAL SUPPORT <= 12"00. SON. BEARING MAX VERT MAX HORZ BRG REQUIRED 680 AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1096/ 4914V -94/ 948 5.50" 7.86 KDDF ( 625) ( 2 ) complete trusses required. 13'- 0.0" -1096/ 4914V 0/ OH 5.50" 7.86 KDDF ( 625) Attach 2 ply with 3"0.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 204 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, - - ---- - - _-_ _..1 EOND. 2Designhkor29 'oc spacing 9" oc in 1 row(s) throughout 204 webs. : checked fnet(-5 psf) uplift at-__ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.033" @ 8'- 7.1" Allowed = 0.609" MAX TL CREEP DEFL = -0.068" @ 8'- 7.1" Allowed = 0.806" 6-06 6-06 f _.._.--. -.___--_-_. - ___... __._-__-( MAX HORIZ. LL DEFL = 0.010" @ 12'- 6.5,. MAX HORIZ. TL Deet = 0.017" @ 12'- 6.5" 3-03-06 3-02-10 3-02-10 3-03-06 12 12 Design conforms to main windforce-resisting 8.00 M-4x6 system and components and cladding criteria. 8.00 4.0" Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ■1111 load duration factor=l.6, Truss designed for wind loads - �, in the plane of the truss only. �� �/ 3.1,. M-1.5x 3 • / M-1,5x3 • / 6 \ , M-10x10 / M-10x10 0 o u u M-4x8 M-4x8 L y )' 4-04-14 4-02-05 4-04-14 [[..yy��^^yl -- - 13-00 y �Q f IlV �'nn cCo .GIN '7VVVf tC7 89200PE • �<` JOB NAME : J-1871 STONE BRIDGE - B3 Scale: 0.3972 ...eY1M� WARNINGS GENERAL NOTES, unkss otherwise noted' FYI Truss: B3 Builder and erection contractor should be advised of a6 General Notes This design is based only uponthep h and for an individual -Yl OREGON A £z, and Warnings before construction commences. building component.Applicability f design parameters and proper 4 A,Vs "'r✓ 2 2x4 compression web bracing must be Installed where hincorporation of component ithe responsibility f 1h building des goer. ^le ,.q t,, r C 3.Additional temporary bracing to insure stabilfty duringconstruction2.Design the top M bottom chords to be laterally braced at l 17 is the responsibility of the erector.Additional permanent bracing f 2 o.c.and t 10respectively I braced throughout their length by DATE: 12/8/2015 the overall structure is the responsibility or the building a 2x Impact gor n plywoodasheathing(TC)resand/or drywall(BC). '• �.IV 4 No bad should be applied to any coin 3 2x Impa t b tlg g lateral bracing required where shown %- SEQ.: K1582063 component until after all bracing and 4.Installation of truss isthe responsibility of the respective contractor. fasteners are complete and at no time ahoukt any bads 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. 5.CompuTrus has no control over and assumes no responsibility for the 6 D¢ca sa ssuelull bearing al as supports shown.Shim or wedge If }(Fj fabrication,handling.shipment and installation of components. ry EI RES: 12/31/2015 5.This design is furnished subject to Inc limitations set forth by T.Designlassaa°melcaedoneothifacesge o truoc, December 8,2015 • e.Plates shall be with cm both faces of truss,and placed so!hair center TM/ARCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-131 t,ESR-1986(MiTek) 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,1 KDDF gl&HTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(-65) 72 3-9=(-182) 189 BC: 209 KDDF g16BTR SPACED 29.0" O.C.WEBS: 2n4 KDDE STAND 2-3=(-199) 139 LOADING TC LATERAL SUPPORT e= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. OON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -59/ 351V -58/ 122H 3.50" 0.56 KDDF ( 625) OVERHANGS: -38/ 203V 0/ OH 5.50" 0.32 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked for ret(-5 psf) uplift at 29 "Sc spacing. i )"- For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.080" @ 2'- 8.9" Allowed = 0.394" MAX TC PANEL TL DEFL = 0.073" @ 2'- 8.9" Allowed = 0.517" 5-00 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 12 8.00 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. 3 M-3x5 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.2, MWERS(Dir), 1 load duration factor=1.6, ;ii' End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x 4 ji o Truss designed for 9x2 outlooks rs. 204 let-ins co of the same size and grade as structural top 40o chord. Insure tight fit at each end of let-in. IOutlookers must be cut with care and are permissible at inlet board areas only. M-3x5 ,,,,...---Al o k - % 9 M-3x9 M-1.5x3 L i - 1- 1-00 5-00 4,.(`:© PROpe. 9200P #--_, v' . 11011"JOB NAME : J-1871 STONE BRIDGE - Cl � '�� Scale: 0.5295 -«/ I. , alki WARNINGS: GENERAL NOTES, unless othenwse noted: �y 7• OREGON EGvVA41,/Builderd erectioncontractor should be aW sed ataA General Notes h's tlesgob based only upon the parameters shown and is for enindividualTruss• Cl and g beforeconstruction commences building component.Applicability of design parameter and proper incorporation or component is the responsibility of the building designer.2 24 p bbracing msinstalled where h• 2 Design assumes the top d bottom chords to be laterally braced at *".0Y> r4J2.6\ 3.Additional temporary b G g b insure stability duringconstruction 1?' is the responsibility of the erector.Additional permanentb 1 2oc.and at 10 o.c respectively I braced throughout their length by DATE: 12/8/2015 me Quern structure is the responsibility of building designer.g oonrn"ous sheathing such plywood heathing(TC)and/or drywaa(ec) 4 No bad should beapplied to an 3 Installation ng or lateralp g required wTpreshown+. �� , SEQ.: K1582064any until arta,an bracing aha 4.Installafon of buss is the responsibility of the respective contractor. fasteners are complete and at no lame should any bads greater than 5.Design assumes busses are to be used in a non-corrosive environment TRANS ID: LINK design bads be applied to any component. and are for condnbn•oluse. 5.CompuTrus has no control over and assumes no responsibility lar the 6.Design necessa assumes full bearing at all supports shown.Shim or wedge i/ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is EXPIRES: 12/31/2015 6.This design isfurnshedsubject tothe limiationsset forth by dun gprslan December 8,2015 8.Plates shall be howled on both laces of truss,and placed so their canter TPINJTCA in BC51,copies ul which wiN be furnished upon request. lines coincide with joint center lines. 0.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(Welt) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 44,7R/DDE/Cq=1.00 IC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(-65) 72 3-9=(-182) 184 BC: 2x4 KDDF #1013TR SPACED 24.0" O.C.WEBS: 2n4 KDDF STAND2-3=(-199) 139 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"0C. SON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S IN. TOTAL LOAD = 92.0 PSF Q• (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -59/ 351V -58/ 1220 3.50" 0.56 KDDF ( 625) -38/ 203V 0/ OH 5.50" 0.32 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. II-- - --- ---- ---- p.9ND, 2: Design checked for net(-5 psf) uplift at 29 'oc spacing, _ j BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.080" @ 2'- 8.4" Allowed = 0.344" MAX TC PANEL TL DEFL = 0.073" @ 2'- 8.4" Allowed = 0.517" 5-00 MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" • • - - --- 1 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" 12 8.00 M-1,5x3 Design conforms to main windforce-resisting 3.- y system and components and cladding criteria, ��, Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, / End Vertical(s) are exposed to wind, Truss designed for wind loads / in the plane of the truss only. r 0 m o / ro r o 1 v o . o li M-3x4 M-1.5x3 1-00 5-00 , 5eE,D •PR pfi46 •`t' 89200PE mac' JOB NAME : J-1871 STONE BRIDGE - C2 Scale: 0.5592 rWARNINGS GENERAL NOTES, unless otherwise noted: V) • ,.. Truss: C2 Builder d erection contractor should be advised of all General Notes ms designs based only upon the parametersh d is for an indlultlual OREGON '+, dwa Warnings before construction commences. building ca mponent Applicability of tleapnp 1 and proper ys/ 2 204 compression web bracingmust b installed where shownaincorporation of component's the responsibility Its building designer. •4"" t� ^y + 3.Additional temporary bracing to' stability during construction 2 Design assumes the top and bottom chord t b 'steady braced al /1 J' 14s s-i�t �*},. s the responsibility of the erector.Additional permanent bracing f continuous etheathln respectively unless braced throughout their length by �asv i DATE: 12/8/2015 the overall structure a the responsibility of the building designer. c g such as plywood aired ing re s and/or drywall(BCj. „- d No load should be 3 2v Impact bridginga Iteral bracing required where shown+a rJ..,l SEQ. : K1582065 applied to any component until after all bracing and d Installation of truss is the responsibility of the respective contractor. 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 mads be applied to any component. and are for damn of use. 5.GompuTrus has no control over and assumes 1a responsibility for the 6.ne ssaassumes full bearing at aft supports shown.Shim or wedge if I E /31/ 0 15 fabrication,handling,shipment and installation of components, a ry' pEXP 6.This design is furnished subject to the limitations set forth by 7.Designassumesbe laded onboate th face is truss, an d. December 8,2015 TPPW1 CA in SCSI,copies of which will be furnished upon8.Plates shall be located both faces of truss,and placed so their center request. lines coincide with joint center lines. MiTek USA,InalCompuTrus Software 7.6.7.SP2(1 L)-E 9.Digits indicate size of plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) -J This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2012 MAX MEMBER FORCES 914R/UDF/Cq=1.00 • TC: 2x4 RODE P158TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(-36) 99 3-9=(-163) 126 BC: 2x4 ROOF ql&BTR SPACED 29.0" O.C. 2-3=(-70) 62 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PIF 0'- 0.0" -69/ 383V -22/ 66H 5.50" 0.61 KDDF ( 625) 5'- 6.0" -25/ 215V 0/ OH 5.50" 0.34 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ONU. 2: Design checked for net(-5 psf) uplift at 29 "oc __.1 spacing, For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.056" @ 3'- 0.8" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.963" 5-06 MAX HORIZ. LL DEFL = 0.000" @ 5'- 9.3" MAX HORIZ. TL DEFL = 0.000" @ 5'- 4,3" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x5 -P' End vertical(s) are exposed to wind, Truss designed for wind loads ------------- li!I.,1. IpI in the plane of the truss only. -- ISI" M-1.5x9 Truss designed for 4x2 outlookers. 204 let-ins i- i of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-3x5 .� ,-� cd r' Outlookers must be cut with care and are - - ! permissible at inlet board areas only. ul ® __-- ------------- -// N I 111 on o 'i. 1�--.. - _ 4 o �I y 4 M-3x4 M-1.5x3 J, .1- 1-00 5-06 P4.D P R t7�. 4 2 89200PE ter' JOB NAME : J-1871 STONE BRIDGE - D1 ...� Scale: 0.6918yl WARNINGS: GENERAL NOTES, unless othervase noted: V /y., Trus s: Dl I Builder and erection contractor should be ant sed of all General Notes 1.This design u based only upon the parametersh d is for an individual -� OREGON 1 , , antlW g before construction building component.Applicability of design p t and proper # v.w VIV kms- A. 2 24 p bbracing Nbe installed where shown+. incorporation or component s the responsibility of the building desgner 'f 1,, (�• '•^� { 3.Additional temporary b g t stability during construction 2 Design assumes the top and bottom chords 1 b laterally braced at ^ J 1,q' 'J �'X. -s the responsibility of the t Additionalprmanent bracing of 2 .and at 10 a.c resp t N I braced th ghoul theirletgth by y`j `t {{i DATE: 12/FS/2015 the overall structure's the responublgy of bolding designer. continuous sheathing each plywood hth,eNTC)anNor drywaN(BC). ',"7 \- 4 No oveallstdbeapplied loe 3 2x Impact bridging or lateralb grequiredwhere shown++ ' SEQ.: K1582066any 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 5.Design assumes trusses are to be used to a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are for My=am bon use. 6 C p T s has no control over and assumes no responsibility for the 6 Design assumes fire bearing at all supports shown.Shim or wedge it r} b kat' handling,shipment and installation of componentsn B.Des gn escumea atlequate drainage ie provided. EXPIRES' 12/31/2'+15 6 This desgnisfurnished subject tothe limih9 Plates shall be December 8,2015 e located onboth hoes of truss and placed so their center TPINJTCA In SCSI,copies of which w1N be furnished upon request. Ines coincide with joint center nter lines. MiTek USA,Inc./Compu7rus Software 7.6.7-SP2(1 L)-E B.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DD F/Cg=1.00 ' TC: 2x9 KDDF 615010 LOAD DURATION INCREASE = 1.15 BC: 2o4 KDDF ill&BTR 1-2=( 0) 36 2-9=(-36) 99 3-9=(-163) 126 SPACED 29.0" O.C. 2-3=(-70) 62 WEBS: 2z9 KDDF STAND LOADING TC LATERAL SUPPORT e= 12"00. ION. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN.LOAD = 42.0 PSF Q•IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 383V -22/ 66H 5.50" 0.61 KDDF ( 625) 5'- 6.0" -25/ 215V 0/ OH 5.50" 0.39 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ------ - _ [COND. 2: Design checked for netoc psf)sf) upl uplift at 29 spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.056" @ 3'- 0.8" Allowed = 0.309" MAX TC PANEL TL DEFL = -0.066" @ 2'- 10.6" Allowed = 0.963" 5-06 MAX HORIZ. LL DEFL = 0.000" @ 5'- 9.3" ( MAX HORIZ. TL DEFL = 0.000" @ 5'- 4.3" 12 9.00 r7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 - End vertical(s) are exposed to wind, Truss designed for wind loads _ in the plane of the truss only. i /� .-a jti o N ME I ti M 0 4 M-3x4 M-1.5x3 L ( 1-00 5-06 4t •920 mac' JOB NAME : J-1871 STONE BRIDGE - D2 Scale: 0.6168 .41,000?!.' WARNINGS: GENERAL NOTES, unless otherwise noted: 'CrTruss: D2 Builder and erection contractor shout beadvised of all General Notes This design is based Do upon the parameters shown and sfor an individual OREGON /17i .(,j and Warnings before construction commences. buik(ng component Applicability of design parameters and proper / /j_ t7\.JIV , 2 2a4 compress on web bracingmust b stalled where shownv incorporation of components the responsibility of the binding designer. 46.6.. '.7 efit las �+ I.Additional temporary bracing to' stability duringconstruction 2 Design assumes the top act bottom chords to be laterally braced at "7.fr 14' �,j 's the responsibility of the erect Additional permanent b -g of 2'o c and at 10 o.c.respectively unless braced Throughout their length by DATE: 12/8/2015continuous sheathing such as ptywood sheathing(TC)an mor drywallB1. i'_\- the overall cbucture s the responsibility Idy f theb h'g designer. 3 2ii Impact br dg ng or lateral bracing required where shown+• ( ) 9 SEQ.: K1582067 a No bed should beapplied toany componentuntil after all bracing and 4 Installation oftruss isthe responsibility ofthe respective centredar fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition'.of use. or the 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.GompuTrus has no control over and assumes no responsibility f fabrication,handling,shipment and installation of components. 7.Design sspmea adequate drainage is provided. EXPIRES: 12/31/2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPINYTCA in BCBI,copies of which will be furnished upon request, lines coincide with joint center lines. B.Digits indicate size of plate In inches. MiTek USA,Inc./GompuTrus Software 7.6.7-SP2(1 L)-E 1o.For bask connector plate design values see ESR-1311.ESR-1866(MiTek) This design prepared from computer input by 'OP LUMBER SPECIFICATIONS TRUSS SPAN 31'- 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ccspat gin 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"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. [ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DI, ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PIF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 POP Ground Snow (Pg) in the plane of the truss only. " For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall LION. 51-102 or equal typical at stud verticals. I Refer to CompuTrus gable end detail for complete specifications. 16-00 15-09 f -.._. M-42x8+ - �F� M-3x6+ j—js, \�� oo i 4 0 6 5 M-3x5(5) u-3x6+ I 1 � .'D PR OF4. 18-00 15-09 jet "'k46 1 E:9 1: 2-00 :9ry /llV " 31-09GI-'� t""� STONE BRIDGE — El �^spc'n�•y"'. -- ---. Scale: 0.2691 OREGON ( JOB AME . J— 871 Tpi. WARNINGS: GENERAL NOTES, unless otherwise noted [ Truss: El1Builderantlerecfon conbactorh ld badvisedoraY General Notes h design a based only upon the parametersh and s for an IndNitlual 94J M1 e\ and Warnings before constructionbuilding component APPY bIAy Id g parameters and proper '/S 'T7 �4 +J 2 2x4 compress on web bracingmust bInstalled whereshownincorporotlon of componet theresponsibility f thbuildingtles goer. '&'./ .�Rrs 3 Additional temporary bracing tostabilityd g construction 2 Design assumes the top tlb#o had 1 b let Ity braced at f1A/+...�R a the respons b MN of the erector.Additional permanent bracing al 2 o c and at 10'o c respectively unless braced throughout their length by -''!1'�'++• DATE: 12/8/2015 the overall structure sthe responsibility of the building designer. continuous sheathing such as plywood sheathhg(TC)andlor drywall(BC) 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 2 0 6 8 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectNe contractor. 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, y +p �+ 12/31/2015 q .{( ('�y TRANS ID: LINK design bads be applied to any component. and are br"dry condition'.of EXPIRES. 9GI tf U 5 5.CompuTrus has no control over and assumes no responsibility for the 6.nDesignessa ssumes NII bearing at aM cuppods shown.Shim or wedge if e� ry. fabrication,handling. December 8,2015 shipment and installation ofwmponents. 7.Design assumes adequate drainage is provided. 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/MCA in SCSI.copies of which will be Nrnished upon request. Imes coincide with join)center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)•E g.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311.ESR-1908(MITek) This design prepared from computer input by OP LUMBER SPECIFICATIONS TRUSS SPAN 31'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 9=(-507) 2983 2- 3=(-2800) 672 7- 8=(-2381) 437 BC: 2x4 KDDF #15818 SPACED 29.0" O.C. 2- 3=( -358) 270 9-10= ) ( -62) WEBS: 2x4 KDDF STAND (-937 2292 3- 9= 138 3- 4=(-2619) 536 10-11=(-913) 2266 9- 4=( 0) 330 LOADING 9- 5=1-1928) 956 11- 8=(-993) 2378 9-10=( -698) 215 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5- 6=(-1928) 966 10- 5=( -196) 902 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2596) 533 10- 6=( -617) 205 TOTAL LOAD = 92.0 PSF 7- 8=( -288) 157 6-11=( 0) 292 OVERHANGS: 24.0" 0.0" 11- 7=( -12) 197 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA " For hanger specs. - See approved plans 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" -296/ 1572V -71/ 85H 5.50" 2.52 KDDF ( 625) 31'- 9.0" -161/ 1333V 0/ OH 5.50" 2.13 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.199" @ 16'- 0.0" Allowed = 1.592" MAX TL CREEP DEFL = -0.301" @ 16'- 0.0" Allowed = 2.056" MAX HORIZ. LL DEFL = 0.056" @ 31'- 3.5" MAX HORIZ. TL DEFL = 0.092" @ 31'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 16-00 load duration factor=l.6, 15-09 Truss designed for wind loads 'I in the plane of the truss only. 5-01-15 5-06-01 5-04 5-04-03 5-02-11 5-02-02 1-- - ( - -... 12 12 4.00 L- M-4x6 7 9.00 4.0" 5 fix 41 IM-3x9 r _ 0 %M-4x4 M-3x5 -_ `M-1,5x3%.'/ -7 ''' ,M-1.5x3 - .. E-/ . ca o 9 10 11 .ss o 2flM-5x6 M-3x4 0.25" M-3x9 M-9x8 M-5x8(S) �-y... cD f tl ` 7-11-04 6-00-12 7-09-12 )' 7-11-04 y � �Co G�(�fC'r c. c 2-00 31-09 <(,r ' 89200PE ��" JOB NAME : J-1871 STONE BRIDGE - E2 Scale: 0.1891 -*a' WARNINGS GENERAL NOTES, unless otherwise noted. hw Truss: E2 E2 t Builder d erection contractor should be advised of al General Notes 1.This design is based only upon the parametersshownd for an individual '3 OREGON ')e1 d Wg beforeconstruction commences building component.Appfcablrty of design p t d proper I V 4l A,s„_ ,, 2 24 p webb g must be installed where h ipso rpo ratbn of component is the responsibility of the buildingw "i 1,. �`N `/� 3.Additional temporary b g 1 Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al �j T •T "Y A +;t•,• s the responsibility f the erector.Addd coal permanent bracing f 2 o c.and a110 o c.respectively apiece bated throughout their length by 1/ p D`t DATE: 12/8/2015 the overall structure is the responsibility2x Impact sshgglor laterlbach as plywood aired where shown tlrywall(BC). >•},.y � �l VVs otthe balding gdesigner. 3.2x Impact bridging or lateral bracing required wham shown++ -!^{.• IO- DATE: K1582069 4 No bad should be applied to any component until after all bracing end 4.InsfaUtion of truss's the responsibility of the respective contractor. 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 I D: LINK design loads be applied to any component. and are for dry conditionof 5.DompuTruc has no control over and assumes no responsibility for the 6 Designassumes full bearing at aY supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. ry' 6.This design isfurnished subject tothe llmltationsset forth by 8.Pltessgn altbeoadedoneotifageio tie,provided. December 8,2015 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in BGSI,copies of which wiN be furnished upon request. lines coincide with joint center lines. 0.Digits indicate size of plate in inshes. Mask USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see E5R-1311.ESR-1888(MUM) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 32'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 209 KDDF OOuBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-10=1-998) 2500 2- 3=(-2796) 680 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 209 KDDF STAND 2- 3=( -357) 273 10-11=(-380) 2330 3-10=( -51) 136 3- 9=(-2639) 519 11-12=1-920) 2330 10- 9=( 0) 322 LOADING 9- 5=(-1960) 997 12- 8=(-991) 2500 9-11=( -653) 216 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1960) 997 11- 5=( -132) 917 BC LATERAL SUPPORT <= 12"OC. TON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2639) 519 11- 6=( -653) 216 TOTAL LOAD = 92.0 PSF 7- 8=( -357) 273 6-12=( 0) 322 OVERHANGS: 29.0" 24.0" 8- 9=( 72 I) 12- 7=( -51) 136 LL = 25 PSF Ground Snow (Pg) 7- 8=(-2796) 681 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -299/ 1572V -83/ 830 5.50" 2.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 32'- 0.0" -294/ 1572V 0/ OH 5.50" 2.52 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net 9 psf) uplift at 29 c spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" 0 -2.- 0.0" Allowed = 0.267" MAX LL DEFL = -0.155" @ 16'- 0.0" Allowed = 1.559" MAX TL CREEP DEFL = -0.319" @ 16'- 0.0" Allowed = 2.072" MAX LL DEFL = 0.090" 0 34'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ 39'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.057" @ 31'- 6.5" MAX HORIZ. TL DEFL = 0.095" @ 31'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 16-00 16-00 Wind: 140 mph, h=22ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-05 5-05-08 5-05-03 5-05-03 5-03-07 5-03-07 load duration factor=1.6, _..r - ( --- Truss designed for wind loads 12 12 in the plane of the truss only. 9.00 r-- M-4x6 9.00 4.0" M-3x9 __ � M-3x4 %M 9x9 �M-4x9 M-1.5x3___ __ %% �, " M-1.5x3 Aillhhn. ' -� o _. 2 - to se ( ae\_ o M 12 6 0 -5x6 M-3x4 0.25" M-3x9 M-5x6 M-5x8(S) ckgD PROe I_ 1- 8 00 8 00 8 00 8 00 ' GINE' -- 2-00 32-00 " 4.0 2-00 ✓. •9200PE mac' JOB NAME : J-1871 STONE BRIDGE - E3 + /,'/y Scale: 0.1852 x..011 '. I WARNINGS: GENERAL NOTES, unlessotherwlse noted- ay,.�,,, Truss: F'.3 Bulkier and erection contractor should be advised of al General Notes he design u based only upon the parametersh and sforce Individual r} 0 EGON je and Warnings bebre constructs bolding component AppRcablldy of design p t andYt , 2 2x4 compress bb must installed shown+ iota rpo ration olwm onant is the res proper .G++" a p responsibility ftheb building �,r� t1 qJ, „� 3 Atltlit onal temporary bracing t tabI ty during construction 2.Design assumes the top and bosom unless b t b laterally braced at '7/ 'U �"` .. s the responsibility /thet Additional anent bracing at 2 o.c.and at 10 o.c.respectively braced throughout their length by 14 DATE: 12/8/2015 the overall structures the respo bIty of the building designer, continuousImpact or latchas lbptywg required arWowau(ee) 1 ���. 4 4 No bad shout be applied to an 3 2x Impact ter dg ng lateral bracing r q d here Chown++ L.. SEQ.: K158207J pP y 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 bads greater than 5.Design assumes trusses are to used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condebn"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.shim or wedge if 12/31/2015 n( �i J (}iC fabrication,handling,shipment and installation of components. necessary. EXPIRES: iG/�t! U f,J 6.This design is furnished subject to the limitations set forth by 7.Design on both is truss,rus' a. December 8,2015G 1/ U 6.Plates shall be Jowled oe both faces of and placed so their center TPWJfCA in SCSI,copies of whkh will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits indicate size of plate in inches. 70.For basic connector plate design values see ES13-1311,ES12-1960(MITek) This design prepared from computer input by SP LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 4 04 KDDF 15BT R; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-10=(-986) 2709 2- 3=(-2977) 705 206 KDDF 1513TR T5, T6 SPACED 29.0" O.C. 2- 3=( -908) 230 10-11=(-908) 2999 3-10=( -92) 150 BC: 2n4 KDDF P15BTR 3- 9=(-2838) 555 11-12=(-995) 2989 10- 9=( 0) 357 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2096) 977 12- 8=(-531) 2718 9-11=( -699) 229 205 KDDF 62 A LL( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2096 976 DL ON BOTTOM CHORD = 10.0 PSF ) 11- 5=( -145) 990 TC LATERAL SUPPORT G= 12"OC. UOS. 6- 7=(-2893) 556 11- 6=( -699) 228 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=( -315) 336 6-12=( 0) 361 8- 9=( 0) 72 12- 7=( -89) 151 LL = 25 PSF Ground Snow (Pg) 7- 8=(-3093) 732 OVERHANGS: 29.0" 29,0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -256/ 1656V -90/ 906 5.50" 2.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -256/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 -- 9 (- psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.172" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.399" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.040" 9 36'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ 36'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 5.066" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.109" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-00 _ 17-00 Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, E:cp.B, MWFRS(Dir), 5-05-15 5-10-01 5-08 5-08 5-08 5-08 1 load duration factor=1.6, �' ___ _ _____ Truss designed for wind loads 12 1 T in the plane of the truss only. 4.00 M-4x6 12 `�9.00 M-4x6 Truss designed for 4n2 outlookers. 2n4 let-ins 4.0" of the same size and grade as structural top T- 5 r M-4x6 M-9x6 M-5x6(5) i _ - M-3x5 M-5x6(5) chord. Insure tight fit each end of let-in. Outlookers must be cut with care and are 0.29 3,0,�.,._-''� 0.25" permissible at inlet board areas only. 6 TM-4x4 1 M-3x5 M-9x6 M-9 X6+ M-1.5x3 � " 7M-3x8 M-4x6+ j . M-1.5x3 m _---121::---1_1------ M-5x6 4-4 oI 2� 10 l' - 9 o 1M-5x6 M-3x9 116.25" M-3x9 �B o M-5x8(5) 1 y ycC} P RO 5' 8-06 l_.. 8-06 8-06 8-06 ,eco •tk(51 AN '1 ; 2-00 34-00 2-00 - Ct. 9200PE �v JOB NAME : J-1871 STONE BRIDGE - F1 ; - - __ Scale: 0.1724 � ' WARNINGS: GENERAL NOTES, unless otherwise noted: 0 Builder and erection contractorshould be advised of all General Notes 1.This designs based only upon the parameters h and is for an individual ' ' OREGON EG1'ON 1 ti," Truss: F1 and Warnings beft ton commences building component.Applicability of design pt and proper 7/ vi`1 C17RJdV Fes, A•5 2 204 compression bb g must installed where ho Inco5'n rat'onof scomponent Is the responsibility latebuikngddsigner. I'+^ J 14 �s,-\'''' A., 3 Additional temporary bracing t - t b lily duringconstruction2.Design assumes the top and bottom chords to be laterally braced at ��,s +,p DATE: 12/6/2Q15 is the responsibility BeI1 Additionalp en tb g of 20 continuous ttheathin respectively asply unless braced throughout their length by p_ l SE the overall structure's the responsibility of thebuilding designer. 3.2v Impactg We acing red airewhere g(TC)own•tlrywad(BC) L+y �. `(^� 4 No load should be a Ibd to ioof r s or thterel prating ry of tee e shown l. 4. : K 15 8 2�-]I PP any component until after ad bracing and 4.Installation of truss rs the responsibility of the respective contraMor. fasteners are complete and at no time should any keds greater than 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 Mr onewon^emee. 5 C p T us has no control over and assumes no responsibility for the 6.Design full bearing at all supports shown Shim or wedge i! p er+ 12/31/2015+} .{( 01 fabrication,handling shipment and installation of components necessary EXPIRES: IGI3 t121J15.. 6.This design is furnished subject to the Imitations set forth by T Design d q neon face o trstied December 8,20 i5 8.Plates shall belocated both faces of truss and placed so their center TPIAMGA in BGSI copies of which will be furnished upon request. lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.7-592(1L)-Z 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" TO: 2x4 KDDF N1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DD7 .00 BC: 2x4 KDDF #111TH LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2-10=(-986) 2709 2- 3=(-297-2977) 705 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=( -908) 230 10-11=(-908) 2989 3-10=( -92) 150 3- 9=(-2838) 555 11-12=(-995) 2989 10- 9=( 0) 357 LOADING 9- 5=(-2096) 477 12- 8=(-529) 2709 4-11=( -699) 229 TC LATERAL SUPPORT 5= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2096) 477 11- 5=( -195) 990 6- 7=(-2838) 555 11- 6=( -699) 228 OVERHANGS: 29.0" 29.0" TOTAL LOAD = 42.0 PSF 7- 8=( -908) 230 6-12=( 0) 357 8- 9=( 0) 72 12- 7=( -82) 150 LL = 25 PSF Ground Snow (Pg) 7- 8=(-2977) 705 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -256/ 1656V -90/ 908 5.50" 2,65 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 0.0" -256/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, GOND. 2: Design checked s for net psf) uplift at 29 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.180" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.369" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.040" @ 36'- 0,0" Allowed = 0,200" MAX TL CREEP DEFL= -0.093" @ 36'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.066" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.109" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-00 17-00 Wind: 140 mph, h=22.2ft, TCDL=4.2,SCOL=6.0, ASCE 7-10, - - ----- - � -.. (All Heights), Enclosed, Cat,2, Exp.e, MWFRS(Dir), 5-05-15 5-10-01 5-08 5-08 5-08 5-08 I load Trus ddesigon tforowi1.6, --- - .( - ,( -_ -___-.. ,. _ s designed for wind loads 12 c" .. in the plane of the truss only. 9.00 - M-9x6 12 -19.00 M-5x6(5) 9.0„ 6 M-5x6(5) 0.25" / Al------ w - ;M 4x4 - :-.1,4-4x47 M-1.5x3 / _---- ------- M-1.5x3 o (_ 2h 1012 ele rse • �p M-5x6 M-3x9 �J.25" M-3x4 o 1 M-5x8(S) M-Sx6 ti.D PROA 4. I. 1 8-06 8-06 y 8-06 1 8-06 y '�Ji - ;J 2-00 34-00 y l ,�' ®fly riht .7 y' '. 2-00 ©9200 E r. JOB NAME : J-1871 STONE BRIDGE - F2 - --- - -- - Scale: 0,1721 f • IWARNINGS: �Mlre, 1.Builder and erection contractor should be adv sed Mal General Notes GENERAL NOTES, unless upon po the perwisearameters noted, 1' ' ry=. Truss: F2 Thislbudilding goriest,based oplyupbny opesign showntlsoran individual Y� OREGON `)sS and compression web ncommences lou ltling component.Applicability of deslgnp t and proper 11 v(1 C5,-71.71V per. �"V 2 2x4 compression web bracing mutt be installed where h incorporation of component is the responsibility of the building designer. �.'.�' �} Vs i 3 Additional temporary bracing la insure stacerty duringconstruction 2.Design assumes the top and bottom chords1 b at Ity braced at f/1 'T}+' 14 25)' 7 ,..ya„ s the responsibility of the erector.Additional permanentbracing I o oc and at 10 o.c respectively bracedlescathroughout their length by V s .\ laXiii -= DATE: 12/8/2015 the overall structure a the responsibility of the building designer. x Impact ridging or cheat acing sheathing(TC)where s wn«dryall(BCj � 4 No bad should be applied to an 3,2x I g t bridg t lateral bracing required e where chowo t SEQ. : K1582072any 4 InWallalionoftrusslsiheresponcibilltyoltherespectivewntraclor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bade be applied to any component. and are rordry ondulon°of use, 5.CompuTrus has no control over and assumes no responsibility formeneces 6.Design assumes full bearing at allsupportsmown.Shim or wedge it fabrication,handling,shipment and installation of components. 7.Design ssumeaatlegaate drainage is provided. EXPIRES:12/31/2015 6,This design refurnished subject to the limitations set forth by e,Plates shall be located on both laces of truss,and placed so their center December 8,2015 TPIM?CA in SCSI,copies of which will be furnished upon request. tees hnes coincide with joint center fines. MiTek USA,Inc./CompuTrus Software 7,6.7SP2(1 L)-E 9.Digits indicate size of plate In inches. 10.For basic connector gate design values see ESR-1311,ESR-1866(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 33'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 9=(-595) 2685 2- 3=(-2976) 698 7- 8=(-2572) 969 BC: 2x9 HIDE 91&BTR SPACED 29.0" O.C. WEBS: 2x4 HOOF STAND 2- 3=( -905) 231 9-10=(-963) 2462 3- 9=( -85) 150 3- 9=(-2811) 570 10-11=(-442) 2433 9- 9=( 0) 358 LOADING 9- 5=(-2066) 483 11- 8=(-529) 2579 4-10=( -701) 228 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2066) 493 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 10- 5=( -155) 972 6- 7=(-2750) 568 10- 6=( -666) 221 OVERHANGS: 29.0" 0.0" TOTAL LOAD = 92.0 PSF 7- 8=( -314) 167 6-11=( 0) 325 11- 7=( -26) 149 LL = 25 PSF Ground Snow (Pg) " For hanger s LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED HRG AREA pees. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -258/ 1656V -77/ 91H 5.50" 2.55 KDDF ( 625) 33'- 9.0" -173/ 1417V 0/ OH 5.50" 2.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. _..) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.172" @ 17'- 0.0" Allowed = 1.692" MAX TL CREEP DEFL = -0.399" @ 17'- 0.0" Allowed = 2.199" MAX HORIZ. LL DEFL = 0.064" @ 33'- 3.5" MAX BORIS. TL DEFL = 0.106" @ 33'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 17-00 Truss designed for wind loads 16-09 in the plane of the truss only. 5-05-15 5-10-01 5-08 5-08 5-08 5-05 ) 12 4.00 c-- M-9x6 12 4.00 M-5x6(S) 9,0 5 M-5x6(5) � �0.25" �;� 0.25„ 3.0" _�-q � it �M-9x9 M-3x5 M-1.5x3 M-1.5x3 o 11 9 _l- coo IM-5x6 M-3x4 1x.25" 11 ar9 0 M-3x4 M-5x8 M-5x6(S) �V� PRVfi Sh .. _, 8-06 8-06 y 8-06 y 8-03 ,� l� i t?r,ra' 2-00 33-09 Lam' v 'j „ '` " =920OPE V' JOB NAME : J-1871 STONE BRIDGE - F3 , -- - --- __ Scale: 0.1799 • WARNINGS: GENERAL NOTES, unless°the..noted' CrTruss' F3 Builder and erectors contractor should be advised of aR General Notes This design le based only upon the parameters shown and s for an mdIc dual eg OREGON f1I1 )e- andWarnngsbefore construction commences, bolding component.Applicability of design parameters and proper Y/ v G4.7 V1V s.,. A. 2 2x4 compression bb Be must be tailed where .. incorporation of component is the responsibility of the building designer. 4•'- ,meg (� N { J.Additional temporary bracing 1 stability during construction 2.Deso assumes the top and bottom chords to be laterally braced at �/1 -.7�+" r 2-°,(6:c•,),4 "f r,� may.. 's the responsibility of the 1 Additional permanent bracing of 2 o.c.and at tD'o c respectively I braced throughout their length by ,+x F 1 DATE: 12/8/2015 the overall structure's the responsibility of the building designer. 3 20 Imcontipact sheathing such plywood heat where shown a tlrywall(SC) r� �.� SEQ. : K1582073 4 No bad should be applied to an late bridging or the Ip ngrequiredtwnpect.c .+ any 4 matanatonnrtinsa.amoreapansiblutypnnereapeaNeppmranar. fasteners are complete and at no time should any bads greater man 5.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. •• S.CompuTrus has no control over and assumes no responsibility for the 6 nDecel ssa assumes rue bearing of aY supports shown.Shim or wedge if fabrication,handling,shipment and instauatmn of components. necessary. EXPIRES: 12/31/2015 6.This design is furnished subject tome limitations set forth by 8.Design assumesadequatedrainage is provided. December 8,2015 e.Protea shall be located on both races of truss,and placed so their center TPIMlfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9 Digits intl'cate cite of prate In noetics. •• 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by V JP LUMBER SPECIFICATIONS TRUSS SPAN 33'- 9.0" COND. 2: Design checked for net(-5 psf) uplift at 24 " spacing. TO: 2x4 ROOF #1EBTR LOAD DURATION INCREASE = 1.15 oc BC: 2x4 RDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TO 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=22.2ft, 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), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. gne LL = 25 PSF Ground Snow (pg) in the plane of the truss only. ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on ontinuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 17-00 - - _-- — -- - ---- T . _. 16-0 9 14::_e !.-___F„,_Ix 12 4.00/�ce\\ -1- M-3x5(5) -- " �.. M-3x5(5) =' i � - �.. M-3x6+ / >. -- -3x6+ 11 ru �.\ M-3x5(5) 5 ), ckgi PR Op4t- 19-00 16-09 4 ty fyf 2-00 ._ 33-09 89200fP° E 5'.J JOB NAME : J-1871 STONE BRIDGE — F4 a..�� _-- -_ ----- --'- __ Scale: 0.2494 �../ C. WARNINGS: GENERAL NOTES, unless otherwise noted "J OREGON h `:,Jy�• Truss: F 9 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown ands for an individual 4'.i �} Yrs i and Warnings before construction commences. building component Applicability is otdesign parameters and <0 )a' 1 `s 20\ .S0 ,,,ate . proper "rti' J L�. L 1 2 254 compression web bracing must be i tlld where shown.. incorporation of component is the responsibility of the building designer. 3.Additional temporary bra0 S to tablllly dui ng construct on 2 Design assumes the top and bottom chord t b laterally braced at ["� s the respons b ply of the erect Additional permanent bracing of 2 o.c.and at 10 o.c,respectively unless braced throughout their length by " Il.ILA- 2. DATE: 12/8/2015 the overall structure is the responsibility of the balding designer. 2s imp continuous sheathing such as plywood she Min ere s)and/or drywxp(BC). I1 5 1.� SEQ. : K1582074 4.Na bad should be applied to any component until after all bracin and 4.3 le Impactbridgingoftr ng or thterelpr gr required re ho . 4 fasteners are complete and at no time should an bads greater han S.Design nti assumes of s tr is the arre to iliry a on-c rros coenviron y 9 antlrare brdry cbusses are to be used In anon-corrosive environment. of use. TRANS ID: LINK desgnbadsbeapplied aany component. 6.Design assumesonbearingatallcupponsshown.Shimarwedgeif EXPIRES: 12/31/2015 6.CompuTrus has no control over and assumes no responsibility far the December 8,201 5 fabrication,handling,shipment and inGepalion of components. ].Designarysumes adequate drainage is provided 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both Faces of truss,and placed so their center TPPWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see E5R-1311.ESR-1988(MiTek) 1` Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property rill/offsets are indicated. (Drawings not to scale) Damage or Personal Injury =Dimensions are in ft-in-sixteenths. NIL Apply plates to both sides of truss 1 and fully embed teeth. 1 2 3 I. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. n c1-2 C2-3 0-1/162. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves _ O may require bracing,or alternative Tor I 411U. bracing should be considered. Ellt I -� U 3. Never exceed the design loading shown and never 20-669 rAll� U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 cb cs-s designer,erection supervisor,property owner and plates 0-144' 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/7P11. 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 otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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,ESR1988 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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that " Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without priorapproval of an engineer. ■IM■ reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. �� Min size shown is for crushing only. NM 18.Use ofgreen or treated lumber may � pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal -••2..,. . 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. M titore ke 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