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Reportiii,----------- . I, i '07——r/ p . R .e 40'-0" R EC PIED 1 AUG 26 2015 CITY OF TV:'; p a BUILDINJ E4. I I I j I I o: ; 4:12 . CsJ Cr) CI . , / : ° i I I I I e e i i o s i o e M p :a!')- M s I I i. ch ai in 4 Q O p LC) L() 4:12 I26 6:1+ 6:12 • t B ) 1 ,,,t t 4 A R R RNA LLS24. . A B4 19L6" x,12 En s 'V 6:12 B2 (5) Q 0 6:12 19'-8" -I 20'-6" 6'-6" I 13'-0" 40'�" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 08/11/15 TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL i ' J-1850 STONE BRIDGE DRAWINGS DESIGNER/ENGINEER FURTHER P b INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS } TO TRUSS CONNECTIONS.BUILDING 304MOD / J-1850 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY . 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. r lk v I 4 Re: J-1850 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: K1349057 thru K1349068 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. '\((=' PRO FFSS w�\co NAG!NE- - /0 89200PE 4."OREGON� te,� �O -9 y 14, 20 P-}- MF�► It- August 12,2015 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 I. This design prepared from computer input by JP ~ LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" ICONS. 2: Design checked for net(-5 p, _) uplift at 24 "oc spacing. _ TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF II16BTR SPACED 24.0" O.C. system and components and cladding criteria. N TC LATERAL SUPPORT <= 12"00. UON. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF - OL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, - Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as structural top chord. Connect with M-3x5 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. min typical 36"oc (uon). BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP [Gable end truss on continuous bearing wall U . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-1x2 or equal typical at stud verticals. 'Refer to CompuTrus gable end detail for �Lomplete specifications.- 6-06 6-06 - - q —1 M-4x8+ 3 12 j El 12 6.00 /// :'�� \., 4 6.00 j- / 1011° 414* 2.‹;00 4 PI tin I °' o '1_ _- Jo 0 ,/ M-3x4 M-3x4 nn 1-00 13-00 ���n ROP ��`�� ��GINE-F9 s/0 89200PE r • JOB NAME : J-1850 STONE BRIDGE — Al _ �w Scale: 0.5690 OREGON swue"� WARNINGS: GENERAL NOTES, unless otherwise noted. 4 3\ f,Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an indNldual Truss: A 1 and Warnings before constructor commences. building component.Applicability of design parameters and proper �/Q e 14 (� 2.2v4 compression web bracing must be installed where shown.. Incorporation of component is the responcibilty of the building designer. V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at FR R I LL is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'c.c.respectively unless braced throughout their length by ['ATE: 8/12/2015 the overall structure is the res miss of building designer. Salmp Impact sheathing in r such lbacrn required vviceresanao•arywan(eq. - pons) ty o g once 3.2r Impact brld9ing or lateral bracing requved wire shown.. SE Q.: K13 4 905 7 4.No load should be applied 10 any component until aver ad bracing and 4.Installation of buss is the responsibely of the respective contractor. 4' fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a ro-conosive environment. design be applied rent. and are br-dry condition"of use. EXPIRES: 12/31/2015 TRANS ID: LINK a vv m pompo 6.Design assumes full bearing at all supports shown.chic,or wedge if S.CompuTrus has no control over and assumes no responsibimy for the necessary.um August 12,2015 fabrication,handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subpct to the limitations set forth by B.Plates shall be located on both feces of truss.and plead so their center TPNNrCA in SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 9.Opts indicate owe of plate in inches. 1 AillMiTek USA,Inc./CompuTrus Software 7,6.75P2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(Weil This design prepared from computer input by 'Mil JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 9161BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=) -79) 52 3- 8=1-330) 211 • BC: 2x4 KDDF XISBTR SPACED 29.0" O.C. 2- 3=( -72) 82 8- 9-) -22) 144 8- 4=1-595) 150 WEBS: 2x4 KDDF STAND 3- 4=) -74) 240 9- 6•(-109) 537 4- 9=(-105) 998 LOADING 4- 5=(-503) 165 9- 5=(-297) 204 TC LATERAL SUPPORT <= 12"0C. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF 5- 6=(-671) 165 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD • 10.0 PSF 6- 7•( O) 50 TOTAL LOAD = 92.0 PSF OVERHANGS: 12.0" 12.0" w LL = 25 PIF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _ M-1.50.1 ox equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -62/ 347V -94/ 949 5.50" 0.55 KDDF ( 625) vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 8.8" -105/ 924V 0/ OH 5.50" 1.38 KDDF ( 625) 19'- 6.0^ -85/ 639V 0/ DH 5.50" 1.01 KDDF ( 625) j BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. REFER TC COMPUTRUS STANDARD • GABLE END DETAIL FOR DETAILS NOT SHOWN. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.012" 9 19'- 5.0" Allowed = 0.604" MAX TL CREEP DEFL = -0.023" @ 14'- 5.0" Allowed = 0.806" MAX LL DEFL = 0.002" @ 20'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 6.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.025" @ 3'- 1.4" Allowed = 0.298" MAX BC PANEL TL DEFL = -0.063" @ 3'- 1.4" Allowed = 0.397" 9-09 9-09 MAX HORIZ. LL DEFL = 0.004" @ 19'- 0.5" ) MAX HORIZ. TL DEFL = 0.005" @ 19'- 0.5" 5-01-12 4-07-04 4-07-04 5-01-12 I -- ---- 1 12 Design conforms to main windforce-resisting 6.00 - M-4x6 system and components and cladding criteria. 4.0" 12 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3x54 M-3x5 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \, load duration factor=1.6, t Truss designed for wind loads M-3x5 M-1.5x4 ,I \I M-1.5x9 M-3x5 in the plane of the truss only. M=1.5x3 ' -� M-1.5x3 M-3X5 3 \'.k 5 M-2.5x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outloo0.ers. 2x4 let-ins 1'.;,. \ of the same size and grade structural top M-1.5x4 / -:------------ \ � chord. Insure tight fit at each end of let-in. / j/: \ permissible must be cu[ with care and are permissible at inlet board areas only. o \g o • M-3x4 M-3x4 M-3x4 M-3x4 oo L y '���p P R aFS�, 6-08-12 6-00-09 6-08-12 y r�5 �', '- '''4?) /°2 1-00 (PROVIDE FULL BEARING;Jts:2,8,6 19-06 1-00 :9200P 4 .JOB NAME : J-1850 STONE BRIDGE - B1 0 .. Scale: 0.2714 - y OR EGON tG/ WARNINGS: GENERAL NOTES, k otherwise noted: � s.1�� I,Builder and erection contractor should be advised of all General Notes 1 T�design based only upon the parameters shown and is for an individual �� 'Fi} rti`µ �� Truss: B1 and Warnings before construction commences building component.Applicability f dparameters and proper T)" 0' At 2.2a4 compression web bracing must be installed where shown.. incorporation of component is the responbbilry of the building designer. O ' y `' Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �R �` V is me responsibility of the erector.Addnenal permanent bracing or 2'o.c,and at 10'o.c.respectively unless braced throughout then length by i.- - continuous sheathing such as plywood sheathing(TC)required anaor drywall(BC). DATE: B/12/2015 the overal structure is the responsibility of the building designer. 3.25 Impact budging or lateral bracing required where shown.. SEQ.: K134 905 8 a.No load should be epWied to any component until after all bracing and 4.Installation of truss is me responsibility W the respective contractor. fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosr a environment. design leads be applied m am component. and sue for condition'of use. TRANS ID: LINK °� EXPIRES: 12/31x`2015 5.compunus has no control over era assumes no rescronwbndy for me 6.Design assumes lull bearing al all supports shown,shim or wedge d fabrication.handl shipment and instalatien of components. grr as August 12,2015 rg,a Amen 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copes of which will be furnished upon request Ines coincide w6h joint center lines. 9.Digits indicate sue of plate in inches. Mi rek USA,Inc./CompuTrus Software 7.6.75P2)1L)-E 10.For basic connector plate design values see ESR-13t I,ESR-1988(MATek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.D" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 'IC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2- 8=( -79) 52 3- 8=1-330) 211 BC: 204 KDDF H16BTR SPACED 24.0" O.C. 2- 3=1 -72) 82 8- 9=1 -22) 144 8- 4=1-595) 150 - WEBS: 204 KDDF STAND 3- 4=( -74) 240 9- 6=(-109) 537 4- 9=1-105) 448 LOADING 4- 5=1-503) 165 9- 5=1-297) 204 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-671) 165 40 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1 0) 50 ti TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" e, LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -62/ 347V -94/ 94H 5.50" 0.55 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 8.8" -105/ 924V 0/ OH 5.50" 1.38 KDDF ( 625) 19'- 6.0" -85/ 634V 0/ OH 5.50" 1.01 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/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.012" @ 14'- 5.0" Allowed = 0.604" MAX TL CREEP DEFL = -0.023" @ 14'- 5.0" Allowed = 0.806" MAX LL DEFL = 0.002" @ 20'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 6.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.025" @ 3'- 1.4" Allowed = 0.298" MAX BC PANEL TL DEFL = -0.0E3" @ 3'- 1.4" Allowed = 0.397" 9_09 9_09 MAX HORIZ. LL DEFL = 0.004" 8 19'- 0.5" MAX HORIZ. TL DEFL = 0.005" @ 19'- 0.5" 5-01-12 4-07-04 4-07-04 5-01-12 12 12 Design conforms to main windforce-resis:ing M-4x6 system and components and cladding criteria. 6.00 C' Q 6.00 4.0" Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9 .;--' All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor=1.6, Truss designed for wind loads \---.. in the plane of the truss only. 1"'---, M-1.5x3 M-1.5x3 3 \ , ///1 In m o O O 1 .2 a8 9 7 �o do I 'M-3x9 M-3x4 M-3x4 M-3x4 a o L - -i_- - y y 1-00 ROVIDE FULL BEARING:Jta:2,8,6 I 19-06 1-00 , 19 .�. `s' 89200PE JOB NAME : J-1850 STONE BRIDGE - B2 "" • Scale: 0.2714 ,; WARNINGS: GENERAL NOTES, kcsotherwisenoletl'. Q� OREGON �wQ I Budder and erection contractor should be advised of all General Notes 1.Ths design based my upon the parameters shown and is an Individual • Truss: B2 and Warnings before construction s balding component Applicability of design parameters and proper N. 2.2v4 mmpresa on web bracing must be installed where shown.. incorporation of component s the responsibility of the budding designer. 'O ^q Y 'ZO N. �..L 3.Mold onad temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to d t late ratty braced at r is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced mrougnoul their length by /�- - DATE: 8/11/2015 me overall structure is Inc responsibility of the building designer. continuous r I pact sheathing such l bracing plywood re uiredwiere)own•arvwantecl. '1'/�p R 4�� ponsi ry o g gnm. 3.2a Impact bridging or lateral bracing required where Mown•• rl SEQ.: K 13 4 90 5 9 4 No bad should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non<crrosNe enyaonment. TRANS ID' LINK design loads be applied m any component andar<mr"arvcendnipn or use. 5.CompuTrus has no control over and assumes no responsibility for me 6.Design assumes ssumes full hearing at all supports shown.Shim or wedge if rabneahpn.handling.shipment and installation dlwmpc ne nta. ^'. August EX PRE : 12/31/2015 6.This design urnished subject to me limitations set forth b 7.Design assumes adequate drainage is provided 1 2,2015 -AA gn Is j y B.Plates snail be is adequate at born races of buss.one placed so their center TP VWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MWTe6 USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For ibasc connector plate design values p design values see ESR-1 J11,ESR-f 9B8(MIT86) • This design prepared from computer input by ...., JP LUMBER SPECIFICATIONS TRUSS SPAN 19'— 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Ti': 204 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 ROOF HluBTR SPACED 24.0" O.C. system and components and cladding criteria. IC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, t BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0( ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. 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 Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x6+ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. min typical 36"oc (ton). • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing well /lc . AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for • complete specifications. 9-09 9-09 __._ -- ---_._._--- - j - --- - -- -_-7 M-49c8+Pill - 12 - ������ 12 6.00 / Q 6.00 //-/ / 1/ CI �-, 14„73x6+/I M-3x6+ \ o v. .. AO 4 _._.._ - _.:._5 �'4� pm r.A `1.9„ �© Qp 1-00 19-06 0 t* 89200PE r' JOB NAME : J-1850 STONE BRIDGE - B3 _' m.. '""'" ' ec., . Scale: 0.4089 - OREGON '�GJ� WARNINGS: GENERAL NOTES, unless otherwise noted: ♦ L - 1.Builder and erection contractor should be advised f all General Notes 1 This design is based only upon the parameters shown and is for an fnds dual '/� 04 LO`�'$ r Truss: B 3 and Warnings before construction co building Applicability f design parameters and proper 0 Y 7.4 s 2.204 compression web bracing must Be installed where shown s incorporation of component's the responsibility of the building designer. �P 4 3.Additional temporary bracing to insure stabillh during construction 2.Design assumes the tap and bottom chords to be laterally braced at 4 a.?`'�r is me responsibility of the erector.Additional permanent bracing of 2's.c.and at 10'o.c.respectively unless braced throughout their length by �'ii 1L.17 Y DATE: 6/12/2015 the overall structure is the responsibility of the budding desi continuous sheathing latehlb plywood re used where soul•drywall(BC). — g 9ner. 3.2a Impact bridging or lateral bracing required where shown SEQ.: K1349060 4.No load should be applied to any component until after aa bracing arid 4.Instalationoftruss istheresponsibilityoftherespectivecontractor. fasteners are complete and at m time should any loads greater than 5.Design assumes trusses are to be used in a non<grresNe environment. EXPIRES: 12/31/2015 TRANS ID' LINK m design loads be applied and aretordry condBkn"of use. 5.CompuTrus has no control Duet and assumes no responsibility for the 6.Design umes col bearing at all supports shown.Shim or wedge it August 12,2015 fabrication,handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. I 6.This design is furnished subject to the imitations set fonh by B.Plates shall be located on both faces of truss,and placed so their center TOWintA in 13C5l.copies of which will be furnished upon request, lines coincide with joint center lines. .Digits indicate side of plate in inches. MiTek USA,Inc./Cold uTrus Software 7.6.7SP2(1L)-E TO.For b asi connector plate design val ues see ESR•1311,ESR-1886(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-181) 903 2- 3=(-1311) 378 BC: 204 KDDF B16BTR SPACED 24.0" O.C. 2- 3=1 -83) 203 10- 8=(-213) 903 4-10=( -200) 207 " WEBS: 2x4 KDDF STAND 3- 4=1-1089) 302 10- 5=1 -43) 437 LOADING 4- 5=( -888) 218 10- 6=( -200) 207 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.I)-DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -888) 218 7- 8=1-1311) 378 Is BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1089) 302 TOTAL LOAD= 42.0 PSF 7- 8=1 -83) 203 w LETINS: 2-00-00 2-00-00 8- 9=1 0) 50 = LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" 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" -139/ 933V -99/ 99H 5.50" 1.49 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 19'- 6.0" -139/ 933V 0/ OH 5.50" 1.49 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.064" @ 9'- 9.0" Allowed = 0.929" MAX TL CREEP DEFL = -0.124" @ 9'- 9.0" Allowed = 1.239" MAX LL DEFL = 0.002" @ 20'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 20'- 6.0" Allowed = 0.133" 9-09 9-09 MAX HORIZ. LL DEFL = 0.013" @ 19'- 0.5" I --__-1-_._. --.-_ _--_-_ -_ ; MAX HOAIZ. TL DEFL = 0.021" @ 19'- 0.5. 1-10 3-00-08 4-10-08 4-10-08 3-00-08 1-10 r f r Design conforms to main windforce-resisting 12 111,4-4x4 12 system and components and cladding criteria. 6.00 L' Q 6.00 4.0" Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 00 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1"<„,„M-1.5x3 \ M-1.5x3 4 6 p M-3x9 / M-3x4 3 / i. m -1 1 0 2 '' 10 �8 0 M-3x6 M-3x8 M-3x6 L 9-09 9-09 ���[} PRQ S i o0 19-06 y1-00j 41.( 17�G�NE,G- '/0 89200PE �f° JOB NAME : J-1850 STONE BRIDGE - B4 Scale: 0.2714 ^' ✓ " WARNINGS: G hRAeNOTES, I s h tl CC- I.Builder and erection contractor should be advised I all General NOtes 1.This design based only upon the parameters shown and f tlnitlual OREGON• 1.Truss: B4 and Warnings before construction building o po t Applicability of design parameters d p p r,. A IN. 4: 2.2o4 compression b bracing must b installed where shown.. incorporation of component'the f m building de'goer. '• Y l'25 O 3.Additional temporary brai ng to in stability during construction 2 Design assumes the top and bottom chords to he laterally braced at O 7 1(,. . s., the of the erector.Additional permanent b ng of 2 o c and at 10 o c respectively unless braced throughout their length by '�+,t^. - contnuous sheathing such as plywood sheathing(TC)andror drywall(BC). L '✓' '/1?R I{ S✓ DATE: 8/11/2015 the overall structure's the responsibility I me buildgtl designer. 3.2x Impact bridging or lateral b g required where shown•• r-7 1,✓ SEQ.: K1349061 4.No load should be applied to any component until alter all brain and 4 Installation of truss's 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 in a non-corrosive environment, TRANS ID: LINK design wads be applied w any component. and are for oonmuo�of use. 5.Coco Trus has no control over and assumes no responsibility 6.Design assumes full bearing at all supports snows.shim or wedge it EXPIRES: 12/31/2015 - jell ponsibilit for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 2,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAMCA In 8551,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate sue of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E to.For basic connector plate design values see ESR-t311,ESR-1998(MiTek) '. _.-_-1 - _.._.....__.- __.. _.- This design prepared from computer input by JP LUMBER SPECIFICATIONS 19-06-00 GIRDER SUPPORTING 35-01-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-10300) 2294 1-6=1-1940) 9810 2-6=( -136) 476 BC: 2x8 KDDF SS 2-3=1-10162) 2312 6-7=1-1348) 6380 6-3=1-1154) 5112 WEBS: 204 KDDF STAND; LOADING 3-4=(-10162) 2312 7-5=1-1940) 8810 3-7=1-1154) 5112 2x9 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4-5=1-10300) 2294 7-4=( -136) 476 TC UNIF LL( 50.01+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 6.0" V TC LATERAL SUPPORT 0= 12"01. UON. BC UNIF LL( 413.5)001( 301.21= 714.8 PLF 0'- 0.0" TO 19'- 6.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA r LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 I complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1690/ 7593V -87/ 879 5.50" 12.15 KDDF ( 625) • '. Attach 2 ply with 3"x.131 DIA GUN 19'- 6.0" -1690/ 7593V 0/ OH 5.50" 12.15 KDDF ( 625) s nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • 9" oc in 1 row(s1 throughout 2x9 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. net-___--- --_- " 7" oc in 2 rows) throughout 2x8 bottom chords, CONU. 2: Design checked for (-5 psf) uplift at 24 "oc spaci�l9. 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = -0.115" @ 12'- 9.7" Allowed = 0.929" MAX TL CREEP DEFL = -0.233" @ 12'- 9.7" Allowed = 1.239" r MAX HORIZ. LL DEFL = 0.026" @ 19'- 0.5" MAX HOR11. TL DEFL = 0.043" @ 19'- 0.5" e Design conforms to main windforce-resisting system and components and cladding criteria. 9-09 9-09 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -- -- - ( ----------- - -- - ----- T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-15 4-07-01 4-07-01 5-01-15 --- I ) - T Truss designed for wind loads • in the plane of the truss only. 12 12 6.00 M-6x8 ' 1 6.00 8.0" 3 4.1" - M-1.5x3 M-1.5x3 2 9 A lt a' M-8x14 / M-8x14 I e 41* r � l - Ir1 ° r 0 1� 6 7 �5 M-4x12 M-4x12 I 1 y I I 6-08-04 6-01-07 6-08-04 y co R OF {S �! 19-06 ��OIN �9.t ...._‘44' 89200PE 1f JOB NAME : J-1850 STONE BRIDGE - B5 -_- / Scale: 0.3307 I0111 - -r ry WARNINGS GENERAL NOTES unless th noted: OREGON - 1.Builder and t contractor should be advised f all General Notes 1 This design is based only upon the parameters h and 1 an individual •y77, 41, A e,, �lo _ Truss: BS and Wbbe construction co building Appl Applicability f d g parameters d p 2.°`s^ 2.2v4 p web bracing must b installed wh h incorporation r component u the of the building tl sgner. / Al}/ +• • 3.Additional temporary brat ng to mute Nobility during construction 2 Design assumes the top and bottom unless braced to be late gho braced al 4 r (� m, a the of the erector.Additional permanent bracing of 2 0.c and at 10 o.c.rsuch a ply unless braced throughout their length by I - `- con�continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). [�R I t DATE: 8/11/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown 4• � \\\(1 I') 1+v _ SEQ. : K 13 4 90 62 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroeNe environment, TRANS ID: LINK design loads be applied m am component and are fo6Uary condition"or use. 5.OompuTrus has no control over and assumes no responsibility for the 6.Design assumes foil bearing all supports show^.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling, + log,shipment and installation s eat le components. 7.Dnecessary.gn assumes adequate d on both is provided. August 1 2,2015 6.This design Is furnished subject to the Imitations set forth by S.Plates shag be located on both faces of truss,and placed so their center TPIMRCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. B Digits indicate see of plate in Inches. MiTek USA.Inc.(CompuTous Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1 11,ESN-1988(Mack) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-26) 28 3-4=(-113) 95 BC: 204 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-55) 36 - 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 BAG REQUIRED BRG AREA r BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 331V -15/ 99H 5.50" 0.53 KDDF ( 625) • OVERHANGS: 12.0" 0.0" 9'- 0.0" -17/ 151V 0/ OH 5.50" 0.29 KDDF ( 625) • • .' For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL lEOND. 2: Design choked for net(-5 osfl_uplift at 24 "oc s ac' g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.018" @ 2'- 3.0" Allowed = 0.203" 4_00 MAX TC PANEL TL DEFL = 0.017" @ 2'- 3.0" Allowed = 0.305" r- - T MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.3" 9,00 G% Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x5 3 v Truss designed for 4x2 outlookers. 209 let-ins of the same size and grade as structural top chord. Insure tight fit at each end of let-in. M-1.5x4 _/ Outlookers must be cut with care and are-- permissible at inlet board areas only. N M-3x5 �1 / 1 / / � ,g 1 I mI 1 ! / 11 , z y no 4 o M-3x4 M-1.5x3 I _ y b 1-00 4-00 �4(, PRQF �`<0 0.' `"N E49 /,0 1 c- 89200PE _ v' JOB NAME : J-1850 STONE BRIDGE - Cl Scale: 0.722314.11 � aw.✓^"""•` ^--�.., WARNINGS GENERAL NOTES, unless otherwise rated: 10 OREGON R� it/ I.Budder and G contractor h M be dv'eed of all General Notes I.This design Is based only upon the parameters shown and Is bran ndNNUaI Truss: Cl d Wa g before s building component.Appdcabilty of design parameters and proper 4.. oa�N I 1. 2.24 compression bbracngmustb installed where shown+ incorporation of component lone responsibility of the building designer. .y 3.Additional temporary bracing to'n stability during construction 2.Design assumes the top and bottom chortle to be laterally braced al J© 14, L s me responsibility of the erector.Additional permanent bracing of 2'a c and at 10'o.c respectively unless braced throughout their length by = DATE: 8/11/2015 the overall structures the responsibility f the building des continuous bridging such l b acng required sheathing(TC)here s own•drywall(BC). 'YJ/•C711 �1 pone lit e a Bing 3.2a Impact bridging or lateral bracing where shown r d 'w!'1 1-'I Y• SEQ.: 1<1349063 4.No load should be applied to env component until after all bracing and 4.Installation of russ is the responsibility of the respective contractor. fasteners are complete and at no time should any balls greater than 5.Design assumes trusses are to be used In a noncorrosive environent, design balls be applied to any component, and are for"dry condition"of use. TRANS ID: LINK s c T"snaanoeomrmoerantlasspmesnores 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 ompu r responsibility for the n sa ry. fabrication.handing,shipment and installation of componenm. 7.Design assumes adequate drainage is provided. August 12,2015 ~ 1 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center • TPIIWTCA in BC61,copies of which wiN be furnished upon request. lines coincide with joint center lines. 9.Digits c of plate in inches. MiTek USA,IncICom uTrus Software 7.6.7-SP2(1 L-E 1 o For aic connector plate design values see ESR-i J11,EBR-t gSa(MiTek) This design prepared from computer input by JP r LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(-26) 28 3-9=(-113) 95 BC: 2x4 KDDF ql&BTR SPACED 24.0" O.C. 2-3=1-55) 36 WEBS: 254 KDDF STAND LOADING TC LATERAL SUPPORT <= 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"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 331V -15/ 49H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 9'- 0.0" -17/ 151V 0/ OH 5.50" 0.24 KDDF ( 625) *' For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for ne�5_psfl uplift at 24 "oc sp. i}tg• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.018" @ 2'- 3.0" Allowed = 0.203" MAX TC PANEL TL DEFL = 0.017" @ 2'- 3.0" Allowed = 0.305" 2 4-00 ---"--" ---- _ f MAX HORIZ. LL DEFL = 0.000" @ 3'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" 8 3'- 10.3" 9.00 i%" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, End vertical(s) are euposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. 3 - lit to r j o r 0 1/ �- -� 0 M-3x4 M-1.5x3 1-00 4-00 ,.,r? � G`1 N ,g'O 4rG� 2-v 89200PE r' JOB NAME : J-1850 STONE BRIDGE - C2 III// Scale: 0.6902 "'WNW WARNINGS: G.This design unless eparamete- OREGON 4../ 1.Builder and G contractor should be fall General Notes 1 Th'd q based Ny upon the parameters shown and is! n'ndivbual U s,,� Truss: C2 and Warnings before construction co building component.Applicability of design parameters and proper j„ NI'' A. - 2 2s4 p web bracing must be installed wlr esh incorporation f component'c the responsibility of the building designer. /O +q 1' �� ryO 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al I L is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o.c respectively a vel unless braced throughout their length by 4/147 A� y)• continuous sheathing such as plywood sheathing(TG)and/or drywall(BC). []J I�\ Ni DATE: 8/11/2015 �� the overall structure is the responsibility of the building designer. 3 2k Impact bridging or lateral bracing required where shown.. \it n Y SEQ.: K134 90 64 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, i er TRANS ID: LINK design wads be applied to any component. and are for"dry condition'of use. 5. p T has no�,ntraloyerandaaanmeanareapaneeldywrtne fi DeagnaasumeaNtlbearngalallsuppodashown 5limarwedgelt EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. sooty. 7. adequate August 12,2015 6.This design furnished subject w the imitations set forth by B Plates shall be located on both faces of truss.and placed so their center • TPWJICA 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 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-13f 1,ESR-1988(MiTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'— 4.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 '� TC: 2x4 IMF 1111BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 6OIBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting # system and components and cladding criteria. w 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=22.3ft, 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-1.6, End verticals) are exposed to wind, considered for this design. LL 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. (roper 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 (00 n). AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Gable end truss on continuous bearing wall UON. —1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 17-08 17-08 12 `-14.00 12 4.00 17 1 IM-4x4 A9 iq:3M5s)4-4 ii o Ml 3x6+1r" /' I I 3 0 . 7— �.imeuww 000000∎,00 M0i ii∎00/000000.i000000∎∎0000 //WI,AV44,/,/...w.00/I.IW../.∎00.00.. ®//// �' I I 4 6 5 M-3x5(S) �� FFs 17-08 17-08 C 4 L._ I-—. J '�_. ."<1111 1-00 35-04 �4. 1-06 "j 6. ',c" 89200PE v JOB NAME : J-1850 STONE BRIDGE - Dl Scale: 0.2466 i Cr WARNINGS GENERAL NOTES, unless otherwise not.d: y OREGON t, / 1.Builder and t contractor should be advised of all General Notes 1.This design is based only upon m parameters shown and is for an individual ,e w4 2QI' Truss: D1 d W g before on commences balding component.Applicability of design parameters d proper Q Y 14, Q. • 2.2 4 compression web bracing must be installed where shown.. Incorporation of component's the responsibility of the building designer. /�.^ — porary g stability g construction 2.Design assumes the tap and bottom chords to be laterally braced at 4,-.1)'. `R R'L� 3.Adtlkional tem bracing to insure etabili tlurin is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/12/2015 the overall structure Is the responsibility of building des∎ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). pons∎ ty o g gner. 3.2s Impact bridging or lateral bracing required where shown.. SEQ.: 1<1349065 4.No load should be applied to any component until alter all bracing and 4.Installation of to 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 in a non-corrosive environment. • .{ �] (� TRANS ID: LINK design loads be applied to any component. and are for"dry condition'.o/use. EXPIRES: 2!31/2015 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.5hkn or wedge if August 12,2015 fabrication.handling.shipment and installation of components. necessary. 7.Plates assumes adequate drainage is trussed. ' 6.This design is furnished subject to the Gmitatona set forth by 8.Plates shall be boated on both faces of truss.and placed so their center TPIWTCA in SCSI.copes 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 r.7.6.6SP1(1L)-E II.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 4.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF H1BBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=1-541) 2846 2- 3=1-2838) 559 BC: 204 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=( -940) 167 10-11=1-452) 2602 3-10=( -97) 158 WEBS: 2,1 KDDF STAND 3- 4=1-2972) 583 11-12=1-475) 2602 10- 4=( 0) 378 LOADING 4- 5=1-2187) 508 12- 8=1-561) 2846 4-11=) -734) 235 • TC LATERAL SUPPORT <= 12"JC. DON. LL( 25.0)0DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2187) 502 11- 5=1 -160) 1036 BC LATERAL SUPPORT <= 12"3C. (JON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2972) 589 11- 6=1 -734) 236 TOTAL LOAD = 42.0 PSF 7- 8=1 -440) 179 6-12=1 0) 378 40. OVERHANGS: 12.0" 18.0" 8- 9=1 0) 54 12- 7=1 -97) 158 LL = 25 PSF Ground Snow (Pg) 7- 8=1-2962) 632 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" -223/ 1595V -92/ 89H 5.50" 2.55 KDDF ( 625) r. - BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 35'- 4.0" -245/ 1658V 0/ OH 5.50" 2.65 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NCN-CONCURRENTLY. t ICOND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" - MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IL DEFL = -0.197" @ 17'- 8.0" Allowed - 1.721" MAX TL CREEP DEFL = -0.398" @ 17'- 8.0" Allowed - 2.294" MAX LL DEFL = 0.013" @ 36'- 10.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 36'- 10.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.072" 9 34'- 10.5" MAX HOPIZ. TL DEFL = 0.119" @ 34'- 10.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=1.6, Truss designed for wind loads 17-08 17-08 -._ in the plane of the truss only. 5-08-09 6-00-12 5-10-11 5-10-11 5-10-11 5-10-11 12 12 9.00 "-- M-4x6 "34.00 4.0" 5 f• i� ���A.. M-5x6(S) M-3x4 �" 3.0" `_� 0.25" 7 -M-4x9 / _:� ;M-4x4 3 - M-1.5x3 \M-'_._.:. 1 l - _ _ . .__.__ _ 0 2' 10 11 12 ----78 Jo .M-5x6 M-3x4 0.25" M-3x4 M-5x.6 M-5x8(5) ��� ,D P R OFFS,S 8-10 8-10 8-10 _-� 8-10 ��\� �NGI E �'o _ 35-04 1-06 4x- 89200PE c- JOB NAME : J-1850 STONE BRIDGE - D2 -- - _ --_ Scale: 0.1856 - e WARNINGS: GENERAL NOTES. uny uanthe parameters '7 . OREGON ��� I.Builder and eredw contractor should be advised of all General Notes 1.This design is based only upon the paramene rss and f an irMrvdual JJ 1 - Truss: D2 and Warnings before commences. building component.Applcabley of design parameters and proper 2.2"4 compression web bracing must be nslaled where shown•. ncorpoelgn of component a the respon�b IM of the budding designer. /O ,k 14. 2°� k- J.Atltlmonal temporary buunp to insure sebbry tlurug corrslrudan 2.Design assumes the lop ant bottom chows no be eleraly braced at a, a the responsibrlM o1 the erector.Addaronal permanent bracing of 2'ti c.and at 10'ti c.respectively unless braced throughout their length by F t DATE:: h/11/2 O 1 5 the overall slruclune is the responsibility I the buildrn des continuous sheathing such as plywood sheathirgl TC)anctor drywalltSCl. �`R R 11=. - ponsi ry o g designer. 3.2"Impact bridging on lateral braurg reyured where shown•• S EQ.: K134 90 6 6 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. - fasteners are complete and al no time should any loads greaer man 5.Design assumes trusses are to be used in a nomcorrosve environment. TRANS ID: LINK desron bads be applied to any component. ant are for a condition"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 II EXPIRES: 12/31/2015 labrrsafpn,hantl4 hi necessary. q �] .t ^9 shipment and installation of components. 7.Devon assumes adequate both •provided. August 1 2,20 1 55 6.This design•Nrnrshea subtect to the l mtatons set forth by 8.Plates shall be located on both laces of truss.and placed so mein center TPIMRCA in BCSI.copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits MWTek USA InctCompumrus Software 7.6.7SP211L1-E 10.For base cotnnectorfee design rcMS (MMMTelc p inches. see ESR-1 JI I,ES B-1986 1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 - TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=(-563) 2822 2- 3=(-2827) 553 7- 8-)-2690) 497 BC: 284 KDDF 016BTR SPACED 24.0" O.C. 2- 3=( -438) 168 9-10=(-479) 2575 3- 9=( -100) 158 WEBS: 2x4 RODE STAND 3- 4=(-2944) 589 10-11=(-465) 2545 9- 4=) 0) 379 LOADING 4- 5-(-2157) 501 11- 8-(-552) 2715 4-19=( -735) 235 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-22157) 510 10- 5=( -161) 1017 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7■(-2883) 590 10- 6=) -6991 229 - TOTAL LOAD = 42.0 PIE 7- 8-) -341) 179 6-11-) 0) 346 OVERHANGS: 12.0" 0.0" 11- 7=( -38) 147 LL = 25 PSF Ground Snow (Pg) •• For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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" -224/ 1591V -82/ 89H 5.50" 2.55 KDDF ( 625) 35'- 1.0" -183/ 1473V 0/ OH 5.50" 2.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spaci}tg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.189" @ 17'- 8.0" Allowed = 1.708" MAX TL CREEP DEFL = -0.383" @ 17'- 8.0" Allowed = 2.278" MAX HORIZ. LL DEFL = 0.070" @ 34'- 7.5" MAX HORIZ. TL DEFL = 0.115" @ 34'- 7.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 17-08 17-05 in the plane of the truss only. - 5-08-09 6-00-12 5-10-11 5-10-11 5-10-11 5-07-11 __ --- ------ 1 - T __--r -----..__._ q q -, 12 12 4.00 r'' M-4x6 a 4.00 4.0" 5 r ---�� ----. M-5x6(5) M-3x4 3.0" 0.25" / 6 4ip ;4-4x4 ;M-4x4 3 M-1.5x3 _ �,- \ M-1.5x3 • o 1,- Lam! �4 o 2 9 jo + 11 e o 1M-5x6 M-3x4 0.25" M-3x4 M-5x8 L___. _ - -- ----- M-5x8(S) 1 J J����� P J O F`5:.,9 8-10 8-10 8-10 8-07 �.. �� F9 OZ 89200PE -r" 1-00 35-01 _ JOB NAME : J-1850 STONE BRIDGE - D31 CZ- : - Scale: 0.1971 +.-.i WARNINGS: GENERAL NOTES, unless otherwise noted. �� �J_OREGON 1.. �� 1,Builder and erection contractor should be advised of all General Notes 1.This design ased o the parameters shown and is for Individual r7 N Vs gn.a pp upon parame <O Y 14. '�� '}` Truss: D3 and Warnings before construction commences. incorporation component of design parameters and proper 2.204 compression web bracing must be installed where shown•. incorporation of co moo ne nl is the responsibility of the building designer. "6'C''. " 3,Additional temporary bracrng to insure stability dunng construction 2.D<sign assumes the lop and bottom chards to Be laterally braced at � .R R l L`- is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rc speciously unless braced throughout then sll(B by PATE: 8/12/2015 me overall structure is me res continuous sheathing such as plywood sheammg(%)anorur drytall(BC). ponsibAty of the building designer. 3.201mpact bridging or lateral bracing required where shown•a • SEQ. : K 13 4 90 67 4.No load should be applied to any component until after as b,aong and 4 Installation o truss:s the responsibility of respective contractor. fasteners are complete and at no lime should any lads greater than 5.Design assumes trusses are to be used m a nontprmswe environment. EXPIRES: 12!31!2015 _ TRANS ID: LINK design toads be applied to any component. and 9 sa my condition"muse. 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 August 12,2015 Fabrication.handling.shipment and installation of components. necessary. 6.This design urnished suB ect to the hmitalions Si:fort by B.Design assumes adeduon drainage face Is truss.provided. 9n is I Y 8.Plates snail be located on both faces of truss.and placed so their center TPVWTCA in BC51,copies of which coil be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7SP2(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 TRUSS SPAN 35'— 1.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 201 KDDF 816BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Is BC LATERAL SUPPORT <= 12"3C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=22.3ft, 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), TOTAL LOAD = 42.0 PSF load duration factor=l.6, jr 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. Re 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-3x6+ — 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 UON. ,M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 17-08 17-05 . _. -------- --._.___—..-- ---_._.---- -- ----------------- ( _.— _ -..-- — -- - -- --__- - -___.. -.-- -- 1 M-3x5+ 12 M-4x8+ 9.00 2 ��j, �,\ M-3x5(S) 6 re M-3x6+ \ [M-3x8+ ° 1.. a '� ._ __ Flo _.,� ...„�r.,�,.,.,,,, ,,.,,,,,,,.„�a...ui�r.awi..a..ai.aa.e,iiiaura,u ,,,,,,,,,,,�,,,, �W M-3x5(S) ti .R-0Fe- 17-08 17-05 - S ` ) ■ -- Co G tN E d' 1-00 35-01 � : 9 �' 89200PE <' • JOB NAME : J-1850 STONE BRIDGE — D4 Scale: 0.2380 I.Builder G. hRAeNGTsS unless otherwise noted: 'l7 OREGON y, �(,, I.Buld and 1' contractor sjnsuld be advised of all General Notes 1.This design isle d only upon th parameters h and for n'nd'rvidual /J4 Truss: D4 and Warnings before construction commences building p t Applicability of design parameters and proper 2.204 p b bracing must De'nslaUed where shown, incorporation 1 component is the responsibility f the building d igner / Y ` y+.,. r 3.Additional temporary bracing to insure stability during construction v Design assumes the top and trod chortle to be laterally ugho bracetl at '/,',s LO��{ Ss is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by �7 I DATE: 8/11/2015 the overall structure is the res bIU f the building des! continuous sheathing such as plywood tired where sheathing(TC)homer drywan(BC). "fl R N L1" //�� (t pond ry o 9 Biter. 3.2w Impact bridging or lateral bracing required where shown _ SEQ.: K 1 3 4 90 C 8 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. e. • V fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. des! loads bee lied to an component. and are for'dry condition"of use. TRANS ID: LINK design applied and assumes 6.Design asuumes full bearing at all supports shown.Shim or wedge if 5.CompuTrusbeenocontroloverandassumesnor esponsibilitybrthe nee EXPIRES: 12/31/2015 fabrication.handling.shipment and installation of components. ssary. 7.Design assumes adequate drainage is provided. August q 1 2,2� 5 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 • TPLWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. • B.Digits indicate size of plate inches. Mek USA,Inc.ICon uTrus Software 7.6.7SP2(1L)-E f O For basic connector plate in design values see ESR-1311,ESR-1988(MiTek)