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Plans (13) Axsr2oIs- or)a--�? 1 ),06.6. sw n-t.waia I t 40'-0'r 18'-01/2' 13'-11 1/2" 8'-0" RECEIVED ` I 1 DEC 292015 9 ITY OF TIGARDIVISIOD N $ : ILDING 4 4 _ 3:12 ...Rr I 4 m 4 in I w..9243:1: io p. r� I 111 _ j_ it -a l LU l' ( f ifX -I1- 24 J -\ i 8:12 8:12 12.It- _12.12 12(8) 5:1! - I 1 r 11 M G ,. m m of cel _ J U ? 5:12 I H 1 . ^ HUS!6 A2 'r 412 /2 1 r'. 02 ! , E2 — – –11111111 I E1 3 12 LL use Fs 4. LL 12: :1 1 / G1 Ni, 13' • T-7' 1 131-6' I I 12-81/2' 0'-3I[1/2' T-0' , 20'-0" 40-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 12/29/15 PLACEMENT USS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL ti DRAWINGS FOR ALL FURTHER iiP' " Lt umber INFORMATION.BUILDING J-1868 STONE BRIDGE DESIGNER/ENGINEER OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 310 / OPT11-J-186r3cRECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. J � R MIN MN mi MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1868 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: K1623111 thru K1623135 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. •\<<- P R OFFSS � ,NGtNE "7 i02 89782PE �f ,�9� OREGON Ooh 9.4 (1gRYJe -AUL a\ E�rIR : 1' x.16 December 29,2015 Rivera, Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by JP I.:IMBEP. SP EC I FICA.'T IONS TRUSS SPAN - 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 7, 2::4 KALE 81:575 LOAD DURATION INCREASE = 1.15 1-2e( 0) 27 2-5=(-267) 442 2-2=(-548) 245 ...,.E 415070 SPACED 24.0" 0.C. 2-3=(-100) 151 3-5=(-474) 272 :5055, I:OLF 570ND 3-4=( -66) 64 5-4-(-126) 94 • LOADING C LATERAL SUPPORT c- 12"OC. OON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LATERAL SUPPORT C= 127OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SI.IN. (SPECIES) K,Pn AKsS: 12.S" 0.- 0'- 0.0" -89/ 5130 -32/ 918 5.50" 0.82 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 9'- 0.0" -51/ 3700 0/ 0H 5.50" 0.59 KDDF ( 625) M-1.5::7 o equal -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertic4 member, ..on REQUIREMENTS OF IBC 2012 AND IRC' 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "ocpacing. '• F'o hinge: specs. See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = D.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.172" @ 4'- 7.0" Allowed = 0.364" MAX BC PANEL TL DEFL = -0.112" @ 4'- 7.0" Allowed = 0.485" REFER TO COMP UT ROS STANDARD MAX HORIZ. LL DEFL e 0.004" @ 8'- 8.5" GABLE END DETAIL FOR DETAILS MAX HORIZ. TL DEFL = 0.005" @ 8'- 8.5" NOT SHOWN. 9-06 4-06 conforms to main windforce-resisting Design q 12 system and components and cladding criteria. • 3.00l- M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,RCD1=6.0, ASCE 7-10, M-3x5 4,_ (All Heights), Enclosed, Cat.2, EY.p.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, � M-1.5X9 / eJ Truss designed forwind loads in the plane of the truss only. M-3x$ h� i M-3x$ „: 1 M-3X$+ c� _ Truss designed for 4x2 outlookers. 2x4 let-ins ;ti I .a l of the same size and grade as structural top -,i chord. Insure tight fit at each end of let-in. M-1.5x3 -- �, I , N `0 Outlookers must be cut with care and are • M-3x5+ permissible at inlet board areas only. M-3x6 _ - .1 J 0 •• 5 M-3x4 8-08-08 0-03-08 -00 9-00 �c�Ep PROpFss �,�.5 �NGINEF9 2p2p :9782PE <' • JOB NAME : J-1868 STONE BRIDGE - Al Scale: 0.5103 I � WARNINGS: GENERAL NOTES unlassolhervrsenoted. 174/e/ 2 OREGON O. Q' .Truss: A 1 and Warnings before construction commences, bo 1.Builder and erection contrulor should be advised of all General Notes 1.This design Is based only upon the paramete Ono M' for an IndNidual �'9,Q (��RY . 2 ��,. lne ding compont Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown•, incorporation of component la theresponsibility of the building designer. ir \`{ S.Additional temporary bracing to insure stability duri g construction 2.Design assumes Me top and bodom aroma to be laterally braced at A A U L V a the responsibility of Me erector.Additional permanent bracing of 2 o.c.and at 10.o.c.respectively unless brand throughout their length by continuous sheathingor such ss plywood erred g(TC)andbr drywall(BC). :'.,,TE: _ /�9/2 0 1 S the overall structure Is the resporuibilty of IM building designer. 3.20 Impact bridging or lateral bracing required whore shown•• SEQ. : K 1 62 3 1 1 1 4.No bad should be applied to any component until after al bracing and 4.Inhalation of truss is the responsibility of the respective contractor, fasteners are complete and at no time should any bads greater than 5.Design assume,trusses are to be used In a non.corrosNe environment, EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied lo any component. and are for"drycendbbn-al use. 5.CompuTrus has no control over and assumes no responsibiliy for the 6.Design au es NI bearng al al supports shown.Shim or wedge it fabrication.handing.shpment and inhalation of components. "Ory. December 29,2015 ].Mares assumeslbe aded on othifagela truss, 6.This design la furnished wbpa to the imitations set forth by B.Plates shah located on both lacca of trvss,and plead so their unlet TPUVJOCA in RCS:,cops of which coil be turnuhed upon request lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7-BP2(1L)-Z I o.For lbasic indicatets pplate In oss connector plate design values see ESR-I311,ESR-1988(Mask) ) This design prepared from computer input by JP ^ LUiBER SPECIFICATION` TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 20.9 KDDF 916B7CR LOAD DURATION INCREASE = 1.15 1-2=) 0) 27 2-6=(-280) 916 2-3=(-631) 299 BC: 2x9 BODE #16BTR SPACED 24.0" O.C. 2-3=(-103) 207 4-6=(-447) 265 WEBS: 204 KCDF STAND 3-4=(-445) 208 6-5=(-139( 96 LOADING 4-5=( -67) 65 TC lATEPAL SUPPORT 0= 12 CON. LL( 25.0)0DL( 7.0) ON TOP CHORD = 32.0 PSF BC 10TERA2 SUPPGPT <= 12"20. CON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LET:NS: 2-20-00 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -89/ 513V -32/ 91H 5.50" 0.82 KDDF ( 625) :2'.6HA::1:: ._, 0,D" 9'- 0.0" -51/ 3700 0/ OH 5.50" 0.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. F, hanger sig s. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP -O -- - - n --- - __ - --- COND. 2. Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LICE LOADS ACT NON-L'CNCURRENTLY. -- ------ - -- -- - ---- - _ 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" 0 -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = 0.080" @ 4'- 5.6" Allowed = 0.539" MAX BC PANEL LL DEFL = -0.172" @ 4'- 7.0" Allowed = 0.364" 1-11-08 2-06-08 4-06 - - - - _ -- - ---- -- - -- -- - MAX HORIZ. LL DEFL = -0.003" @ 8'- 8.5" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 8.5" 3.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, __,--- 4-1'71,) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, -_- - Ji. End vertical(s) are exposed to wind, M-1.5X3 / Truss designed for wind loads • • . 4 in the plane of the truss only. ti M-3x4 _ -__ _-„'� -� 3.../ • /... -- ilN l I O 2''r •• 6 M-3x6 M-3x4 • 8-08-09 0-03-08 1-00 9-00 GIN E9 /cam 89782PE -yr r JOB NAME : J-1868 STONE BRIDGE - A2 ; !! '::::::.:": Scale: D.5122 • WARNINGS: GENERAL NOTE6 unbu th noletl <0Truss: A2 B b rata erect acbrsh uba ad iutlol al General Notes Ths tlsag W d Ny upo M paramela sho d N,anintlrvtlualOREGON O'v'and Warni gs before construction nces. building co ponent.ApplicablM al design p meters and proper (�2.2v4 compression web bracing must be instaled where shown•. incorponlron of compoMM k Hsu responaibilly o(Ihe building tleupner. Y �3.Addrional temporary bracing to Insure stability during construction2.Design auumee the tap and bottom chortle to ba taleraNy brand al , qRY 1 `�is the responsibility of the erecter.Add'Rsnal permanent bracing of2'ere antl a1 1g'o.c.rasp.GNaM unbu brsheetN Mreughoul their Nrgth byDATE: 1-/29/20 S the overal structure u the responsibdN of the bulding designer. compacta ridgingor etch l b acingre aired here ownandi•drywaft(BCI' U L 3.In Impact bridging or lateral bracing required contra Mown • 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the res I the respective 1 SEQ.: K1 23112 5.Dee responsibilityofpeeve^eenviron fasteners are complete end at no Ione should any loads peeler Thangra assumes Pusses are to be used in a non-corrosive environment, 11 dtoa mcomponent. and are Mr"dry condition'of use. TRANS ID: LINK hsi• g^bads beapplied 5.CompuTrus has no control over and assumes no responsibility for the 6.Design auumee full bearing at aft supporta shown.Shim or wedge it fabrication,handl Design EXPIRES: 12/31/2016 shipment to installation fora 4,wmpo orale. 7.D.ugn assumes adequate drainage is provided. December 29,2015 6.This design is furnished subject to the Imitations set forth by 5.Plates Nal be looted on both faces of buss.and placed so their center TP WVTCA in BC51.copes of which vel be furnished upon request. Imes coincide with pint center lines. 9.Digits indicate sure of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.7SP2(1L)-E I0,For basic connector plate design values see ESR-1311,ESR-1913/3(MITek) This design prepared from computer input by JP - LUMBER SPECIFICATIONS TRUSS SPAN E'- 0..1" CONDR --_. - __- . 2: Design checked for net l-5 psf) uplift at 24 "cc spacing. - 2:.4 FDDF a!SE:R LOAD DURATION INCREASE _ 1.15 .._. 2,:4 NDF OISETP. SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. LATERAL SUPPiPT o- 12"OC. UON. LOADING PO LATERAL DOFF SRT o= 12"CC. DON. LL( 25.0)ODL( 7.01 ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(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. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss continuous s bearing wall EON. M-102 c equaltypical atstud verticals. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. Truss designed for 402 outlookers. 204 let-ins of the same r and grade asstructural top 12 chord. Insure tight fit at each end of let-in. 3.00 : - Outlookers must be cut with care and axe permissible at inlet board areas only. M-3x5+ 2 r M-3x5 _. N M-3x5+ __� ._:' - M-3x5- / ' N •m r' O • 3 a 1-00 6-00 (c�Ep PRopess �_5 tyG1 NE -...,„, 10 'L Q� 89782PE 9' JOB NAME : J-1868 STONE BRIDGE - B1 Scale: 0.72714 ^ WARNINGS: GENERAL NOTES, unless M soled. ��OREGON ' lT 1.Builder an era contractor should b advised of all General Notes t This design is based only apo theparameters slur rid' f an individual �� G^�� (7.5)�[s: Truss: B1 d Warnings bel construction commences building component Applicability of design parameters and proper ^I `, - 2.ha compression web bracing must be instilled where shown v ponslbn of component s the re6ponslb114y of the balding designer. �(� e,1 3.Additional temporary bracing to atsbilily during construction 2 Design assumes me top an bonen chords m be meratly braua al 't !��U m„\N s the responsibility of the erector.Additional permanent bracing of 2 and x110 fast respectively unku bracetl throughout their length by J"' �` continuous sheathkg such as plywood sheaMirg(TC)andor drywall(BC). ..,-,T E: 12/29/2215 the overal structure is the responsibilly of the building designer. 3.2a Impact bridging or lateral bracing required where shown a, SEQ.: K].6 2 3113 1 a.No lead should be applied to any component until after al bracing and 4.Insolation climes is the responsibility Otto respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nanzerresse environment. EXPIRES: 12/31/2016 TRANS ID: LINK designbads be applied to• an ars for"dry condition"r of use. 5.CompuTrus has m control over nd assumes no responsibilM for the fi.Besignugn aea bearing al all supPorla slwwn.Shim or wedge if fabrication W handing.shipment and in4tbn of components. neceuary.am NY December 29,2015 7.Design assumes adequate drainage isrs.e. t 6.This designs furnished subject to Me limotatbns set forth by E Plates shall be located on both laces of trususs,an placed so their center TPIIW TCA in BC51,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits Inbate see of plata In inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-Z 10.For basic connectorlate design ion values see ESR-1311,ESR-1969(MiTek) This design prepared from computer input by SP LUMBER SPECIFICATION` TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 004 KDDF 111uBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 27 2-5=1-36) 49 2-3=1-259) 142 BC: 0,4 RODE 1116BTR SPACED 24.0" O.C. 2-3=(-109) 220 4-5=(-180) 131 WEBS: 2,4 ROOF STAND 3-4=1 -61( 56 LOADING TO LATERAL 030POPT 0= 12"OC. CON. LL( 25.01.DL( 7.0) ON TOP CHORD = 32.0 PIE BO LATERAL SUPPORT <= 12"3C. VON. IL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1ET(N11: 2-00-00 0-00-00 0'- 0.0" -77/ 401V -22/ 65H 5.50" 0.64 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) 6'- 0.0" -29/ 238V 0/ OH 5.50" 0.38 KDDF ( 625) 0.L.HA!i-..,. LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. " Foe hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP CON D. 2: Desrgn checAed for net(-5 psfl uplift at 24 "oc pacing.-- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1.'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.085" @ 1'- 10.6" Allowed = 0.254" 1-11-06 9-00-08 MAX TL CREEP DEFL = -0.112" @ 1'- 10.6" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.000" @ 5'- 10.3" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 10.3" 3.00 ' 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, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=l.6, 4 End vertical(s) are exposed to wind, Truss designed for wind loads P71I in the plane of the truss only. i M-3x4 3. ry o ,N O -- o _./ O 2._ -.. •' 5 M-3x6 M-1.5x3 • 1-00 6-00 ��Ea P R o,�Fss 7GLNE \ Q :9782PE 9r JOB NAME : J-1868 STONE BRIDGE - B2 Scale: 0.6021 WARNINGS: _ - GENERAL NOTES, unless othetwise of dardgnepproper V 1.Bwlder and erecttractor should be advised of an General Nobs 1.This design is based only upontheparameters shown and fon an individual �i, �y -9,r EGON 0'5 Truss. B2 and warnings before construction commences building component.Applicabilitymeters and 4,r 'V (1 2.284 compression web bracing must be Installed where Mown•. incorporation"f component b the m sIr dblt of the building designer. 9n �^Ry ( 3.Additional temporary bracing to In stability during construction 2 Destpn andtassumes the tap and bottom chordal°M blaraNy bread at 7,r 'l JJ �G- is mresponsibility of the enactor.Additional permanent bracing of 2 o c. at/0 o c respectively p unbar braced)TC).n N their length by # ` V continuous sheathing such as plywood required he,. .neo•drywaRl8c1. p^U L �` C�hO E: 12/29/2015 the �structure is the maneroiuy of Me building designer. 3.281mpact bridging or slant bracing requrad where shown•• i'f SEQ.: K 16 2 3114 4.No bad should be applied to any component until after al bracing and 4.Insbblpn of truss is the responsibility of IM respective contractor. fasteners are complete end al no time should any loads greater than 5.Design assumes trusses are to be used In a non'corroswe environment. I TRANS I D: LINK design loads be applied to any component. ander.for"dry condition"of use, assumes for the 8.Design assumes WU bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and a fabrication.handing,shipment and installation alampone Ns. necessary. EXPIRES: 12/31/2016 Design7. assumesadequate oll,nage b truss. December 29,2015 6.The design b furnished subject b IM imitations set forth by e.Pbbs shat be located on both faces of truss,and placed so their anter TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with Joel ccenler lines. 9.Digits indicate sae of plate In inches. ' MiTek USA,Inc./CompuTrus Software 7.6,7SP2(1L)-E to.For basic connector plate design values see ESR-1371,ESR-1088(MiTek) • • This design prepared from computer input by OP - LUMBER SPECIF:C.ATIONS TRUSS SPAN 24'- 6.0" COND. 2: Design checked fnet(-5 psf) uplift t 24 ' spacing. c To: p __- or a 'o 2x5 6100 IS BTR LOAD DURATION INCREASE = 1.15 BC: 234 KIDS' q/SBTP SPACED 24.0" O.C. Design conforms to main indforce-resisting system and components and cladding criteria. To LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)aDL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIF load duration factor=l.6, Unbalanced live s have been Truss designed for wind loads ,.�-nsidered forthis)design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with 0-305 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP min typical 36"oc (non). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall 000. • M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 19-09 4-09 complete specifications. 12-04-06 7-04-10 4-09 12 12 5.00 ' M-4x4 —7 5.00 2 \ M-3x5(5) M-3x5(5)+ • • TIT it 1 i I r • M-3x5+ I ! l l I M-3x5(5) 6 `tGck P R oF .sS 19-09 • __. 4-09 _—.._. .� �<0 0AGINE•9 /O2 24-06 - _.-- - - - :9782PE 9r • JOB NAME : J-1868 STONE BRIDGE — Cl ..D' I Scale: 0.2610 `.y WARNINGS GENERAL NOTES unless othensise noted a1j 7/J- • -EGONt75) �, • I.Builder and erection contractor should be advised of all General Notes I.This design is based on y upon the parameters shown ands for an,ndivduai /��-Y�^�� '"1 tr �!}. Truss: C 1 d Warnings before construction commences, building component.Applicability f design parameters and proper 4 :J `C- 2.2v4 compression web bracing must be installed where shown.. incorporation otnomponeM the sp nstbilily of the building designer. it `, 3.additional temporary bracing to nswe stability during construction 2 Design assumes the lap and bottom chorda to M laterally brace at C\ �a k the esponsibeity of the erector.Additional permanent bracing of 7 .and.110 o c ncaR. N unless brand(TC)anthroughout their length by • A�J L continuous sheathing such es plywood shed wire TC)and/or erywall(BC). C;.T E: 12/29/2015 the overall structure is the reeporsibisty of the building designer. 3.2o Impact bridging or lateral bracing required where shown.. SEQ. : K 162 3115 a.No load should be applied to any component until alter al bracing and4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and attntime should any loads greater than 5.Design assumes trusses are to be used in.nan.00010srce environment. EXPIRES: 12/31/2016 TRANS ID: LINK design beds be applied to any component. and are for"dry condition'.of use. 6.CompuTrus has no control over and assumes no responsiblley for the B.Design assumes Nl bearing at all supports shown.Shim or wedge If December 29,2015 fabrication,handing.shipment and inWlalbn of components. `s'ry. ].Design assumes adequate drainage b provided. and This design b furnished subject to the imitations set forth by e.Plates shall be located on both faces of truss, ptecetl so their canter TPII 7CA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. Digits9. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.Forbes.connector plate design values at bs sae ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by JR LUIIRER SFECI FICAT ION` TRUSS SPAN 24'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cis=1.00 TC: 274 KDDF 41/BTR LOAD DURATION INCREASE - 1.15 1- 2=) -35) 11 1- 7=(-539) 1387 1- 2=1-1759) 397 6- 9=1-993) 320 BC: 274 I<DDF #11000 SPACED 24.0" 0.C. 2- 3=)-1612) 392 7- 8=1-905) 1063 3- 7=( -182) 192 WEBS: 274 KDDF STAND; 3- 4=(-1416) 333 8- 9=1-110) 133 7- 4=( 0: 458 2x4 KDDF STIL A LOADING 4- 5=1 -583) 295 4- 8=( -825) 277 LL( 25.0).1)1( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -535) 237 8- 5=( -20) 189 TC LATERAL SUPPORT <= 12"I.C. UON. DL ON BOTTOM CHORD= 10.0 PSF 8- 6-) -217) 778 BC LATERAL SUPPORT <= 12"0C. CON. TOTAL LOAD= 42.0 PIE BEARING MAX VERT MAX HOP.Z BPS REQUIRED BRG AREA .......... 1-0°-:r4 3-II)-00 LL = 25 PSF Ground Snow (Pa) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I'- 0.0" -134/ 10420 -104/ 285H 5.50" 1.67 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 24'- 6.0" -144/ 1016V 0/ OH 5.50" 1.62 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. '• For hanger specs. - ..e_ approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ,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 = -0.125" @ 6'- 4.3" Allowed = 1.179" MAX TL CREEP DEFL = -0.267" @ 6'- 4.3" Allowed - 1.5'2" MAX HORIZ. LL DEFL - -0.019" @ 29'- 4.3" MAX HORIZ. TL DEFL = 0.030" @ 24'- 4.3" 19-09 4-09 _._,- __..... _.__._. Design conforms to main windforce-resisting system and components and cladding criteria. 2-07-09 4-09-07 6-08 6-08 4-09 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.00 . M-4x4 7 5 00 load duration factor=1.6, I End vertical(5) are exposed to wind, 4.0" Truss designed for wind loads in the plane of the truss only. F.. • 1 0M-3x4 M-5x8(5) -�6 I n I M 1.5x3 // • + ' la // + �� A o • o r M-3x4 • s 1" 7 8 "9 o M-3x8 M-3x4 0.25" M-1.5x3 M-5x8(S) QED PRcope ti on 10-00 4-09 �S�� GINE. 6 19 24-06 - - �- -- - • ,� R 2 �- 89782PE �c JOB NAME : J-18 68 STONE BRIDGE - C2 . ,,..�ma <°:, -."` - Scale: 0.2255 WARNINGS: GENERAL NOTES, unless othenviw noted'. Cr, • I.solder and erection contiacfor should be M' tl of all General Notes 1.This design based only opo theparameters she nd' for an individual A� 12z,OREGON "s Truss: C2 and Warnings before wnstrudion commences building component Applicability of design parameters and proper y nQ ],2v4 compression web bracing must be'nestled whore shown incorporation of component is the responsibility of the building designer. I ,�{J el V A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and vehbottunless chords to be laterally braced at 7� "i R Y -� �j`s e the responsibility of the erector.Additional permanent bncinp of 2 o.c.and at 10'a.c.respectively braced throughout their length by ` V /2. continuous sheathing such"plywood sheathingerC)ander drywall(BC). ir pA �`� C.,, E. 1-, 9/2 1.E, the we tel structure is the responMbgty of the building designer. 3.2v Impact budging or lateral bracing required where shown•• UL SEQ. : K 162 3116 4.No load should be applied to any component until ager el bracing and 4.Installation of buss is the responsibility o1 the respective contractor. fasteners are complete and e1 no time should any baits greater than 5.Design assumes(runes are to be used in a noncorrosive environment • design loads be applied to a M, and are for"dry condition'of use. TRANS ID: LINK g^ pp i. rypompane 5.CompuTrus has no control over and assumes no responsibility y the 6.Design assumes NI bearing at all supports shown.Shim or wedge If fabrcatbn,handling,shipment and installation of components nary. EXPIRES: 12/31/2016 7.Design adequate onbotdrainage `Ross. December 29,2015 6.This design is Nrntaletl subject to the imitations set forth by 8.Plates Mal be located on both hoes of truY,and paced so Heir center ', TPINJFCA in SCSI,copies of which MI be furnished upon request. knee coincide with pint center lines. 9.Digits indicate size of plats In Inches. MiTek USA,Inc./CornpuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values sea ESR-1311,655-1980(MiTek) This design prepared from computer input by JP LOOSER SPECIFICATIONS TRUSS SPAN 24'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TO: 204 NODE BIuRIR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 93 2- 8=1-5541 1465 2- 3=1-1926) 469 BC: 204 NODE klaBTR SPACED 24.0" O.C. 2- 3=( -85) 188 8- 9=1-907) 1083 4- 8=1 -232) 199 WEBS: 204 KDDE STAND: 3- 4=1-1681) 383 9-10-1-110) 133 8- 5=1 0) 487 204 NILE STUD A LOADING 4- 5=1-1469) 325 5- 9=) -814) 279 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -588) 294 9- 6=1 -18) 190 TC LATERAL SUPPORT <= 12".7C. LION. DL ON BOTTOM CHORD = 10.0 PSF E- 7=1 -541) 236 9- 7=1 -219) 787 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7-10=1-1002) 322 LET:NS) 2-70 0-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) .27LP.HA):T5: 12.:' 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -177/ 11710 -105/ 299H 5.50" 1.87 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 24'- 9.0" -199/ 102EV 0/ OH 5.50" 1.E4 RIDE ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. •' F_r ha ger specs. - See approved plans "COND. 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 LL DEFL = -0.111" @ 6'- 7.3" Allowed = 1.192" MAX TL CREEP DEFL = -0.228" @ 6'- 7.3" Allowed = 1.589" 20-00 4-09 MAX HORIZ. LL DEFL = -0.020" @ 24'- 7,3" ---- ___.. -. - _... _.. MAX HORIZ. TL DEFL = 0.032" @ 24'- 7.3" 0-10-09 4-09-07 6-08 6-08 4-09 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. I 5.00 IM-9x4 `-)5.00 4 0„ Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-11, 6 (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 1.0 - „�� M-3x9 in the plane of the truss only. ) . 0 M-1.5x3 ------ ----- i i !o o • • M-3x5 �' 3 � l // . 8 9 s10 14-3x6 M-3x4 0.25" M-1.5x3 M-5x8(5) t Po 10-00 10-00 409 �S��NGN ��`.n - ,� 9 2 1-00 24-09 9 '� :9782PE <' JOB NAME : J-1868 STONE BRIDGE - C3 -A., •• Scale: 0.2233 , - • WARNINGS: GENERAL NOTES less otherwiseted'. (/ , 1.Builder and erectcontractor should be advised of al General Notes 1.This design based only upontheparameters shown and S b individual • "V OREGON '�� Truss: C 3 and Warnings before construction commences building component Appinabtldy of design parameters and proper (�O 2.2s4 compression web bracing must be installed where shown., incorporation of component is the responaibillty of the building designer. �) Z�/q�Y 1 y V Q� 3.Addlional temporary bracing to insure stability during construction 2.Design assumes the top ant hoftam chords to be lateragy braced al �(` :J �(i- rc ms responsibility al the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.rosPoctnaN takass braced IMauphoN their length by 1‘\'‘'v continuous sheathing eters as plywood re uir a where a ownand/or•drywalgBc). PA U L �''+�.E: 12/2:02015 the overal structure n the rsapotslbifty of the building designer. 3.2s Impact bridging or eters'baling required whore shown�• ' SEQ. : K 1 6 2 3 1 1 7 4.No Wad should be spoked to any component until after a1 bracing and 4.Installation of truss stile responsibility of the respective contractor. lute ners are complete and al no time Houk any Wads greater than 5.Design assumes busses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are loran/condition'of tee. 5.CompuTrus has no ventral over and assumes no responsibility for the 6.Design assumes NX beating al all supports shown.Shim or wedge if shipmentand lnsblalon of corn necessary. labrratlon,handling. EXPIRES: 12J31/2016 components. 7.Design assumes adequate drainage a provided. l,� 6.This design a furnished subject W the limitations set tom by B.Plates shallbe located on bath faces of truss.and plead so their center Delle m UP, 292015 TPNARCA in SCSI,copies a/which will be furnished upon request. lines coincide with joint anter lines. 9.Digits indicate sue of plate In inches. • MiTek USA,Int./CofnpuTrus Software 7.6.7SP2)1L)-E 10.For basic connector plate design values see ESR.1311,ESR-I9B8(MiTek) This design prepared from computer input by UP LOOSER SPE_IFIC.ATIODS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 284 ROOF p00BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-10=(-1028) 2751 2- 3=(-3065) 1195 BC: 2x4 KDDF #luRTR SPACED 24.0" D.C. 2- 3=) -514) 367 10-11=( -853) 2439 3-10=) -172) 225 WEBS: 2,4 RIDE STAND 3- 4=(-2918) 1189 11-12=( -863) 2939 10- 4=( -20) 947 LOADING 4- 5=(-2116) 997 12- 8=(-1037) 2751 4-11=( -769) 472 TC LATERAL SUPPORT <_ . UON. LL( 25.0)0DL( 7.0) 01 TCP CHORD = 32.0 PSF 5- 6=)-2116) 1013 11- 5=( -471) 1210 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTCM CHORD = 10.0 PSF 6- 7=(-2918) 1208 11- 6=( -769) 971 TOTAL LOAD = 42.0 PSF 7- 8=( -514) 346 6-12=7 -43) 497 OVEPHANG:S: 24.0" 12.0" 8- 9=( 0) 93 12- 7=) -1721 255 LL = 25 PSF Ground Snow (Pgi 7- 8=(-2772) 950 BOTTOM CHDRD CHECKED FOR A 20 POE' LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -310/ 1914V -169/ 174H 5.50" 3.06 RODE ( 625) 90'- 0.0" -265/ 1788V 0/ OH 5.50" 2.86 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/210, TL=L/180 MAX LL DEFL = 0.045" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP REEL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.202" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.386" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.003" @ 91'- 0.0" Allowed = 0.100" MAX TI, CREEP DEFL = -0.003" 0 91'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.078" @ 39'- 6.5" MAX HORIZ. TL REEL = 0.129" @ 39'- 6.5" 20-00 20-00 Design conforms to main windforce-resisting system and components and cladding criteria. 6-08 6-08 6-08 6-08 6-08 6-08 Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, . _._ --_- -_ 1 -1- ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, M-4x6 -.-.2 5.00 Truss designed for wind loads 4 0" in the plane of the truss only. M-5x8(5) 5 ..- M-5x8(S) 3.0".,,, 0.25" �� 0.25" ,M-9x9 1. A ,M-9x9 �� \ M-1.5x3 1.5x3 - M- �o o 2)' 10 11 12 0 P1-5x6 __- M-3x9._- --- M-5x8(SS„_._ _ - __-- ----_M-3x9 - --- M-5x6 �) C�� PROpes_ 10-00 to 00 to-ora lo-ora �t,�\�`��GWE�91O�' 2-00 40-00 1-00 89782PE -Yr' JOB NAME : J-1868 STONE BRIDGE - C4 Scale: 0.1571 • WARNINGS: G.This GENERAL NOTEign4b unbu otherwise noted ��O' REGON Es I.Builder and den conlractar should be advised of all General Notes I.This deagn'a based oNy sego the parametersshownM for an individual '� 0 Truss: C 4 and warnings before conslructlan commences building component.Applcabley /design parameters and proper V n 2.244 compression web bracing must be installed where shown•• incLan ration alcomponaN s the responsibdily olthe building designer. 116) q P 1 �,Q' 3.Additional temporary bracing to insure stability during construction 2.Deassumes the top and bottom chords to be laterally braced al b the reeponsibdiry of the erector.Additional permanent bracing of 2'anconuDE: 1 2/29/2015 the overal structure is the responsibility o3.24 act bridging or Wirral bracing required where shown v• SEQ.: K 162 3118 4.No bad should be applied to any component until alter al 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 noncorrosive environment, TRANS ID- LINK design loads be applied to any component. and an for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes dud bearing at all support.shown.Shim or wedge if EXPIRES: 12/31/2016 as•ry. fabrication,handling,shipment and installation of components. 7.Design shall assumes adequate ondrainage`grass.d. an December 29,2015 6.This tle.pn¢furnished wbpct b the limitations set forth by P.Plates Nal be located on both aces o/huu,and placed u then canter TP WJTCA in SCSI,copes of which will be furnished upon request. lines coincide with pint center Bees. 9.Digits indicate sue of pate In Inches. MITek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-E Io.For basic connector plate design values see ESR-13tt,ESR-t91113(MiTek) This design prepared from computer input by JP :UMBER CPECIFICATION.7 TRUSS SPAN 39'- 9.0" - IBC 2012 MAXNAX MEMBER FORCES 9WR/DDF/Cq=1.00 TO: 2x4 KOLE H16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -398) 229 1- 9=(-511) 2690 1- 2=(-2659) 452 6- 7-(-2768) 992 BC: 2x9 (<DDE R1aBTR SPACED 24.0" 0.C. 2- 3=(-2691) 600 9-10=)-389) 2392 2- 9=( -116) 175 WEBS: 204 NUDE STAND 3- 4=(-2091) 526 10-11=)-405) 2417 5- 3=( 0) 415 LOADING 4- 5=)-2091) 519 11- 7=1-520) 2731 3-10=) -738) 259 192 LATERAL SUPPORT <= 12"30. LION. LL) 25.0).DL( '.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2894) 591 10- 9=( -221) 1191 BC LATERAL SUPPORT <= 12"30. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -513) 218 10- 5=( -770) 269 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 43 5-11=( 0) 447 OVERHANGS: 0.0 12.0" 11- 6=( -179) 176 LL - 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA ,..-.:ler spe_s. - Se= approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -225/ 16700 -165/ 15BH 5.50" 2.67 ((DUE ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -267/ 17860 0/ DH 5.50" 2.86 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.183" @ 19'- 9.0" Allowed = 1.912" MAX TL CREEP DEFL = -0.371" @ 19'- 9.0" Allowed - 2.589" MAX LL DEFL = 0.002" @ 40'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 40'- 9.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.076" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.125" @ 39'- 3.5" • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19-05 20-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -.- _ -_ -. --_- -- _-- _ __.-__ _ __ _...__. load duration factor=l.6, 6-05 6-08 6-08 6-08 6-08 6-08 Truss designed for wind loads _-_-. __.__ r__ -. _ .___..- in the plane of the truss only. 12 12 5.31 M-4x6 -_:,.5.00 4.0" 4 M-5x8(5) M-5x8(5) 0.25" ,i;--' 3.0"----:: - - �, 0.25" M-3x5 ��, -q _ -� M-9x9 • \6 M-1.5x3 / 2 i M-1.5x3 0 \.i -----35-- � B O 1" 9 10 • 11 7 0 J M-5x8(S) c...<(- GIN Pf1o�CAn M-5v8 M-3x4 0.25" M-3x4 M-5x6 CVv 9-09 10-00 39-09 10-00 10-00 1 �(. s �NGINEF'9 /�2 -00 `�' :9782PE " JOB NAME : J-1868 STONE BRIDGE - C5 s ,000 Scale: 0.1562 - - WARNINGS: GENERAL NOTES, unless othervAse noted. • 'p OREGON 4, I.Builder n ed contractor should be advised of all General Notes 1.TN design-based only upontheparameters Navinand I an individual (f'��" Truss: 05 and Ws kg Sept.construction commences building component.Applicability of design parameters end proper 41&,9 . 2y P" 2.2 acompression b bracing t be 1 taged where shown•. incorporation of component k the responsibility of the building designer. V 3.Additional temporary b p t Nobility durbg construction 2.Design assumes the tap an bottom chords to be lateralo braced at 9/4/l- AR Y A, / ts In sly 'peY l In I Atldt' el permanent bracing of 2 and at 10 o c respectively unless braced throughout their length by ", a DATE.: 12/29/2315 the overall structure is the respowloifly of the building de continuous sheathing such as acing rplywooe shed here angor ervwantscj pit U L T'` designer. 3.za Impact bridging or matt bracing required where mown.. • SEQ.: Ni6 2 3119 a.No load should be applied to any component until areal bracing an a.Installation of truss is Me responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non.sorrosyve environment, designloads be applied to a and are for"dry condition'of use. TRANS I D: LINK 5.co u7rus has ncontrol over ndpassumes no responsibility for Inc s.Design assumes lou bearing m an wpvone ehewn,shim or wedge a EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.D�dg�,waam a adequate coinage a provided. 6.This de=ign is furnished subject to the Imitations set forth by 8.Plates shall belocatedon both races of puss,and placed so then center December 29,2015 TPVWTCA in BCSI,copes of which will be furnished upon request. lines coinade with joint center lines. 9.Digits indicate sae of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For bask connector plate design values see ESR-0311,ESR-1988)MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" i6OND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. 20:4 HOOF p15 BIR LOAD DURATION INCREASE = 1.15 P�_: 209 KDDF 415BTP. SPACED 24.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, :inhal cooed live loads have been Truss designed for wind loads 'onsidereci for this design. LL = 25 POE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRE 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 10 PSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. sees !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. 20-00 20-00 12-07-06 7-09-10 7-04-10 12-07-06 - -.. _—.—._sees_—_. _ _. I --- T---- 12 M-1x9 12 5.00 -' 5.00 • M-3x5(0) 1 M-3x5(S)+ f M-3x5( M)3x5(5)+ • • • i lfII - M-3x5 +M-3x5+ Ii ' , • L- 3 M-3x5(5). _D PROF' ��tt yGIN�FF`SS/0 20-00 20_00 1.5719 21: neo-oo $1978E JOB NAME : J-1868 STONE BRIDGE — C6 81111 Scale: 0.2071 "721,OREGON N. Q' WARNINGS: GENERAL NOTES, unless olhaepar noted: r' 2Q t.Budder and ereeion contractor should be advised or all General Notes 1.This design is based only upon the parameters shown ands for an individual q RY 1 l�,Q` Truss: C6 and Warnings before construction commences. building component.Appicabltsy of design parameters and propel 2.b4 compression web bracing must be Metalled where shown e. incorporation of component M IM responsibility of me building designer. /� `{ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be Wendy braced al l r't \v Is the responabiNp/of the erector.AddpbnN permanoM hradnp o/ 7 o.c.and at 1G a.c.respectively unless braced throughout their length by PA U�- b,,T E: s 2/2 9/2 0_5 the ova rap structure is the responsibility of dw building designer. 3.2. W imp l theg o,such ss acing relywood a,.d here shown own•r IrywaplBc). J.2a Impact of true or Metal bracing required whore respective cot a SEQ.: K 162 3 12 0 4.Na load ahouW be applied to any component until eller al bracing and 4.Installation of buts is the responsibility of the rospective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in a nontiorroele environment. EXPIRES: 12/31/2016 TRANS ID: LINK design loads be applied to any component. am are for•drycondpbn'ofus. S.CompuTrus Ms no control over and assumes no responsibility for 1M 6.Design assumes NI bearing at all supports shown.Shin or wedge d fabrication.handing.shipment and inhalation of components. m^' ! December 29,2015 7.Design assumes adequatedrainage provided. 6.This designs furnished wbpto the e imitates.set beth by B.Plates snap be locateden on bornth faces of hall,and placed so their canter TPINJICA in BCSI.copies of which oil be furnished upon request. lines coincide wth joint anter lines. 9.Digits indicate sea of plate In Inches. ' Mi Tek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values nee ESR-1311,ESR-1966(MiTal) • This design prepared from computer input by JP - c __. :.UMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" lCOND. 2: Design checkfoz net f-5 psfj uplift at 24 "o spacing. 2:+.4 KUDF luSBTR LOAD DURATION INCREASE = 1.15 Design conforms to main wi ndforce-resisting PC: 2x4 NIDE A1sBTR SPACED 24.0" O.C. system and components and cladding criteria. : LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Diri, load duration factor=1.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads • LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Dotlooker truss. Upper top chords require same material as structural top chord. Connect with M-205 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"0c (oon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 6-06 6-06 I 12 12 i ]; M—dx4 12.00 � 12.00 N II II M-3x.6+ M-3x6+ I CO CO 5 • • I N GIN,I-.‘ /O c� 00 13-00 1-00 � ' 37_ 8.782PE .''J JOB NAME : J-1868 STONE BRIDGE — Dl ir,Scale: 0.3191 4, WARNINGS: GENERAL NOTES, unless otherwise notatl. 150:57/1/&OREGON(��N Truss: D 1 I.Budder and erectionshould be advised of all General Notes 1.This designb tl my upon the parametersshownand N for an Individual '9iq q RY AS r j and Warnings before construction commences. building component ApplbabllN of design parameters and proper I� 2.254 compression web bracing must be installed where shorn•. incorporation of component A the responsibility of me building designer. _l[/ 3.Additional temporary bracing to insure stability during tltr4construction2.Design assumes the top and bottom chords to be later*braced al \ u the responsibility of Me enecbr.Additional permanent bracing of 2'o.c.and el 10'o.c.respectively unless braced INoupheW then length by i '°A U continuous sheathing such as plywood sheathing(TC)and/ordr/wall(BC). 5../s310: 12/25/2itiS the overallstructure is the rasponel biftyo t the building designer. 3.2a Impact bridging or lateral bracing required where shown•• SEQ. : K 1 6 2 3 12 1 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is ma responsibility of the respective contractor. p 12/31/2016 fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used ina noncorrosive environment, EXPIRES: 1 2/31/201 6 TRANS ID: LINK design loads be applied to any component. and are for"do candlbn"of use. S.compurrus has no control over and assumes no responsibility fon the 6.Design assumes fill bearing at all supports shown.Shim or wedge II ea.ary December 29,2015 hbroatbn,hentlinp,aNpmsnl and irna4uon alcemponents. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the leetalbns set Posh by 8.Pates shall be located on both faces of truss and paced so their center TPUWICA in SCSI.copies of which wig be furnished upon request. lines coincide with pint center Imes. 9.Digits indicate see of piste In Inches. MiTek USA.Inc./CompuTrus Software 7.S.7SP2(1 L)-E Io.For base connector gab design values see ESR-1311,ESR-196131Mirek) This design prepared from computer input by JP LISI9ER SPECIFICATIONS 13-00-00 GIRDER SUPPORTING 29-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - IC: 2,9 000E 6:8010 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-3502) 760 1- 6=(-474) 2162 6- 2=(-308( 1528 BC: 2a0 KDDF 6150.2E 2- 3=(-2318) 596 6- 7=(-470) 2194 2- 7=(-660) 280 WEBS: 234 KDDE STAND; LOADING 3- 4=(-2318) 586 7- 9=(-432) 2194 7- 3=(-766: 2990 221 _F ST0112 A LL = 25 PSF Ground Snow (Pg) 4- 5=1-3502) 760 8- 5=(-436) 2162 7- 4=(-860) 280 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 13'- 0.0" V 4- 8=(-306( 1528 TC LATERAL SUPPORT <= 12"0C. LION. BC UNIF LL( 289.9)+DL( 213.9)- 497.8 PLF 0'- 0.0" TO 13'- 0.0" V BC LATERAL SUPPORT <= 12"3C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED 6RG 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" -806/ 36510 -1E2/ 1620 5.50" 5.84 KDDF ( 625) ie t.e. trusses 3required. 13'- 0.0" -60E/ 3651V 0/ OH 5.50" 5.84 KDDF ( 625) Attach 2n ply with ,0.131 DIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP nailss[aggered: AND BOTTOM CHORD LIVE LCADS ACT NON-CONCURRENTLY. in owls) throughout 224 top chords, 9" or in 2 row Is) throughout 206 bottom chords, GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. in . -owls) throughout 284 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.023" @ 6'- 6.0" Allowed = 0.604" 6-06 6_06 MAX TL CREEP DEFL = -0.098" @ 6'- 6.0" Allowed - 4.806" -- -- - - - - -- - - MAX HORIZ. LL DEFL = 0.406" @ 12'- 6.5" 3-06 3-00 3-00 3-06 MAX HORIZ. TL DEFL = 0.011" @ 12'- 6.5" 12 12 Design conforms to main windforce-resisting M-9x6 12.04 12.04 system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=22.Eft, TCDL-4.2,BCDL-6.0, ASCE 7-14, - -il (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 1llyvvvI load duration factor=1.6, .I-� { Truss designed for wind loads in the plane of the truss only. • 3.1" M-3x5 h1-3x5 2 4 • ' A . A6 0 7 rl - - 0 --- ''T�� to JI 6 7 R M-5x10 M-1.5x3 M-3x8 M-1.5x3 M-5x10 3-04-04 3-01-12 3-01-12 3-04-04 ��E'D PROFESS • 13-00 �Cr�\� c::: /Q2p r JOB NAME : J-1868 STONE BRIDGE - D2 .r-/ Scale: 0.3209 ��/ WARNINGS GENERAL NOTE6 unless othervese noted'. v 1.Builder and erect contractor should be advised slat General Notes 1 This design baud only uponM parameters shownand 1 ndridual L,A,y 9�•OREGON Truss: D2 and Warnings before construction commences building component Appleabllay of design parameters and proper ✓ n0 2.2va compreason web bracing must be installed where shown incorporation of component b the responsibility the building designer. 11,9 �/�� V �Q. 3.Additional I porary bracing to ins stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'I is In responsibility of me erector.Additional permanent Orating of 2 o c.and at 10 e c re spaclivsM unless braced)TE)arethroughout their length by DATE, Ins ovs rag structure is the nsporsibilry or Me building designer. 3.2e Impact bodging continuous sheathing tost rel Iguaas na aced q(,e s anNor drywalllBC), PA U L " \ 4.No bad should be• d to anypas ging or na required where shown•• SEQ.: K 16 2 312 2 applied a component until after al bracing end 0 Installation of truss is the responsbuily i 011ie respective contractor, listeners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noruorrosive environment, TRANS I D: LINK design bads be applied to any component. and are for condiion•of use. s.eoerpuTma has no control Dear and assumes no responsibility for Me 6.Design assumes fug bearing al an supports shown.shim or wedge it fabrication,handing.shipment aed inabgatenatcsmpgnents. e0".ryaum EXPIRES: 12/31/2016 7. pn assumes 80egVina drainage `°provided. December 29,2015 6.The deign le furnished wbpQ to the imitations set firth by B.Plates Mai be located on both faces of buu,and placed so Mu censer TPLW CA in BM,copies of whkh ail be furnished upon request. lines coincide wh joint center lines. a.Digits indicate west plate In Inches. MITek USA,Inc./CompuTruc Software 7.B.75P2(1L)-E 10,For bask connector plate design values see ERR-I311,ESR-1888(MITsk) This design prepared from computer input by JP LUMBER SPECI F?'AT IG`S COND. 2• Design checked for t(-5 psf) uplift at 24 "roc spacing.SPAN 13'- E.0" T.: .. F N1iTR 6 ; - 24 LLOAD DURATION INCREASE = 1.15 Designconforms to main windforce-resisting 2;:9 1<02101 kl$BT?. TI, T2 SPACED ^_4.0" 0.C. BO: 2c g r.4 11021 SloBTR system and components and cladding criteria. LOADING ._ LATERAL SUPPORT <= 13.'.00. UON. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL( 25.0)+DL( 7.0) CN TOP CHORD = 32.0 PSF LATERAL SUPPORT <= 12"OC. USN. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRSlDir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRE 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with 11-305 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (ion). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall 00N. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for ,complete specifications. • 6-09 6-09 M-9x4 12 ..... 12 12.00 /" \ 12.00 / M-3x6+ j \\ M-3x6+ i 9 J i c> .O 1 5 \��Ep PR OFFSs • .1. 1 (�� NGIN�F9 /p*9 1-00 13-06 1-00 e :9782PE r JOB NAME : J-1868 STONE BRIDGE - El Scale: 0.3148 WARNINGS: Tr Le^GENERAL NOTES, unless thnoted' 174 OREGONpa�� „ I.Builder and erection contractorshouldadvised of all General Notes 1 This design-based my upontheparameters shown and is for anm [7 drvdual � &^�� ` y • Truss: El be d Warnings before construction es building component .) �Y Applicability of design parameters and proper I 'l 2.254 compression web bracing must be inalald where shown•. incorporation of component h the responsibility of the budding designer. bracing tone stability during construction 2.Design assumes the rap and bottom chords to be lateraN braced at �°A U L R ] Additional temporary2'o.c.and at tG o.c respectively unless braced throughout their length by s the resdonstbiley of the erector.Addtronal permanent bracing of continuous sheathing such as plywood sheathirg(TC)andor drywall(BC). :,,,TE: 12/29/1025 the overall structure is the responsibiiry of the building designer. 3.2a impact bridging or literal bracing required where shown•• 4 Soloed should be applied to anycomponent until seer aN bracin and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : K1623123pwtimesg �° a P°° fasteners are complete and attime should any foods greater than 5.Deign assumes"dry undoes are to be used in a nar.nseo Ne environment, EXPIRES: 12/31/2016 TRANS ID• LINK design ldadsbeappk.dfoany component. amare for'dry sidle bearing at '... 5.CompuTrus has no control over and asuanas no responsibility for the 6.Design assumes NI beariq at all supports shown Shim or wedge it euary. December 29,2015 hbricatan,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished tabled to the imitations set forth by B.Plates shah be located on both races of truss,and placed so their center T141/MCA in SCSI.copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Digits indicate size of phte to inches. MITek USA,Int./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ' L This design prepared from computer input by JP LUMBER SPECIFICATIONS 13-06-00 GIRDER SUPPORTING 40-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 - TC: 204 ODOR 416BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5586) 1296 1- 6=1-792) 3590 6- 2=1 -526) 2456 BC: 208 KDDF 14168TR 2- 3=(-3792) 930 6- 7=1-786) 3512 2- 7=(-1384) 406 WEBS: 204 ODOR STAND; LOADING 3- 4=(-3782) 930 - 8=(-746) 3512 7- 3-1-1250) 5052 • 204 ODOR STUD A LL = 25 OUR Ground Snow (09) 4- 5=1-5586) 1246 8- 5=(-752) 3590 7- 4=1-1384) 406 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 6.0" V 4- 8-1 -526) 2456 TC LATERAL SUPPORT <= 12"0C. SON. BC UNIF LL( 475.0)+DL( 343.0)- 818.0 PLF 0'- 0.0" TO 13'- 6.0" V BC LATERAL SUPPORT 5- 12"00. SON. BEARING MAX VERT MAX HORZ BRG REQUIRED BOO AREA LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1341/ 5954V -1E7/ 167H 5.50" 9.53 KDDF ( 625) i 2complete trusses required. 13'- 6.0" -1341/ 5953V 0/ OH 5.50" 9.53 KDDF ( 625) Attachc2 p'/ with 3"x.131 CIA GUN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. n9" o_ on 1 row(s) throughout 204 top chords, - cc n _ scars) throughout 206 bottom chords, COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -' �_ o- .n 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.040" @ 6'- 9.0" Allowed = 0.629" 6-09 6-09 MAX TL CREEP DEFL = -0.081" @ 6'- 9.0" Allowed = 0.839" MAX HORIZ. LL DEFL = 0.008" @ 13'- 0.5" 3-08-0h 3-00-08 3-00-08 3-08-08 MAX HORIZ. TL DEFL= 0.014" @ 13'- 0.5" 12 12 • M-4x6 - Design conforms to main windforce-resisting 12.00 12.00 system and components and cladding criteria. 34.0" - Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 41-,). (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads . in the plane of the truss only. 3.1" I M-3x5 M-3x5 4 •• • 1.i D1-10x10 �', , M-10x10 / : 1 -1 J,.' T-1! r -- 6 7 8 �5 M-3x10 M-8x10 M-3x10 ' 3-06-12 3-02-04 3-02-04 3-06-12 C`��0 PROFficS' �' 89782PE 11:v JOB NAME : J-1868 STONE BRIDGE - E2 Scale: 0.3160 . WARNINGS: GENERAL NOTEB unless othenvise noted. ^ i� 1.Builder and erection contractor atao b M adv sed of al General Holes I.This design-based o,*upontheparameters shownred for an in]Nbual 9�OR EGOi V MN. Truss: E2 and Warnings boron construction commences building component.Applicability of design parameters and proper l 2.2xa co ir,corporalron oI component f the responsibility ohne building designer. �l q RY 1'b _ mproaaon web bracing must be Instilled where shown•, p resp° M •r 3.Additional temporary bracing to insure stability Wising construction 2.Design assumes the top and bottom chords to be'Merely braced al e the rsaponability of me erector.AdMemit permanent bracing of 2'o.c.and at 10'o.c.respecasp unless braced throughout their length by //��+a 1.. T E: 12/29/2015 the ovenal sbucWre is the responsibility of gra lou de continuous sheathing r such l bracing awng reod aired where a oavn•r dryvnWBCL A UL �\ � Milner. 3.h Impact broiling or Metal tin Wne requred colors shown•• SEQ.: Ki 6 2 3 12 4 4.No baa should be applied to any component until after el bracing and a.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a noneorrosNe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry conMbn'of use. 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design as ea NX bearing al all support shown.Shim or wedge if fabrication,hanM shipment and installation <ssery am EXPIRES: 12/31/2016 handing.a pmen components. 7.Design assume,adequate drainage le provided. December 29,2015 6.Tins Mager furnished sub)e0 to the imitations set font by 8.Plates Mal be located on both faces of Iruu.and placed so their center IPIWTCA in BCSI.copies of which cog be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate sue of plate In inches. Mil-ek USA,Inc./CompuTrub Software 7.6.7SP2(1L)-E 15.For basic connector plate design values see ESR-1311,ES&19813 tMiTek) I This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2u4 GOLF 013B7P. LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-4=1-33) 44 3-5=1-218) 143 K':: 2::4 KDDF 413070 SPACED 24.0" C.C. 2-3=(-65) 56 4-5=1-33) 49 WEBS: 2::4 GOOF STAND LOADING TC LATERAL SUPPORT <= 12"3C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA PO LATERAL SUPPORT <= 12"JC. DON. DL ON BOTTOM CHORD = 10.0 PSF LOCATICNS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 0'- 0.0•' -97/ 402V -21/ 64H 3.50" 0.64 KDDF ( 625) CCERHANGS: 12.D" 0.0" 5'- 0.0" 0/ 188V 0/ DH 24.00" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7.- 0.0" -101/ 219V 0/ OH 24.00" 0.35 KDDF ( 625) h^.-1.`, o ..t non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL e9'- REQUIREMENTS CF IB'_ 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 'Jnhaanced live loads have been BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 , ,.+sl n.re c+ tot this ryes ice n. 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 = -0.170" @ 3'- 8.7" Allowed = 0.387" 7-00 -l;l0 MAX TC PANEL TL DEFL = -0.234" @ 3'- 6.""' Allowed = 0.580" MAX HORI2. LL DEFL = 0.000" @ 6'- 10.3" 12 REFER TO COMPUTRUS STANDARD MAX HORIZ. TL DEFL = 0.00 0. @ 6'- 10.3" 3.00 GABLE END DETAIL FOR DETAILS NOT SHOWN. Design conforms to main windf once-resisting system and components and cladding criteria. M-3x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 3 _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=1.6, End vertical(s) are exposed to wind, �. Truss designed forwind loads in the plane of the truss only. M-1.5x9 - �. 1a . - I Truss designed for 4x2 outlookers. 2x4 let-ins _ Io of the same size and grade as structural top 0 M-3X5 1 cv chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are v 2- 1 i, permissible at inlet board areas only. o n 4 5 M-3x4 M-3x5 5-00 _. _- ------ 2-00 1-00 7-00 ��ED PROFFss ,So. ENGIN E9 X02 :9782PE % JOB NAME : J-1868 STONE BRIDGE - Fl ..re ANFScale) 0.5907 C./ unless lM noted'. �j�- ••EGON '` �2` WARNINGS. GENERAL NOTES, ! ,may ^O t Butter and erection contractor sib bedv d of all General Notes 1.This design's based only upontheparameters h and is for an indlvbuel a q RY t �� Truss: F 1 and Warnings before construction commence, building component Applicability of design parameters antl proper 2.2va p - web bracing must b i taled where shown• incorporation of component s Re responsibility of the building designer. `, ].Adds I temporary 0 I stability durup construction 2 Design assumes the lop and bottom chords to be laterally braced at \�s is In spo h'lily of the 1 Additional permanent bracing of 2 o c and at 10'o c respectivey unless bated throughout their length by �'A U L T- :ATE: 12/ 9/L01.5 the overall structure n IM responsibility of the building designs 3.h Impact bridging or lateral bracing requiredthong such as pAwood hfe shown coo•• drywell(BC) SEQ. : El62 312 5 a.Na load should be embed to any component until after al bracing and 4.Instaieten attress is the responsibility of reapeaive contactor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design bads be applied to any component. and are for"dry condb.bearing • EXPIRES: 12/31/2016 5.CompuTrus Ms no control over and assumes no responsibility for the 6.Design assumes NM bearing at all supporta shown.Shim or wedge II e..ary.pm December 29,2015 fabrication.handing,shipment and IrsbYeon o/components. R.Design assumes adeauste drainage A provided. F This design C!untrained subject to the limitations eel forth by B.Plates shall be located on both laces of truss,and placed so their center TPNNICA in SCSI.copies of which coil be furnished upon request. linea coincide with pint Genie,lines. 9.Digits indicate s¢e of plate I^inches. MITek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1986(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 284 NODE 8168Th LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-4=(-33) 45 3-4=(-231) 129 BC: 2::4 KDDF 816BTR SPACED 24.0" O,C. 2-3=(-74) 59 WEBS: 2o4 KDDF STAND LOADING LATERAL SUPPORT <= 12".-JC. UON. LL( 25.01+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"7C. UON. DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 POE 0'- 0.0" -67/ 469V -21/ 64H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.2" 0.0" 7'- 0.0" -32/ 299V 0/ OH 5.50" 0.48 HOOF ( 625) LL = 25 PSF Ground Snow (Pg) Fen hanger n9er specs._s. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.150" @ 3'- 7.7" Allowed = 0.386" MAX TC PANEL TL DEFL = -0.233" @ 3'- 7.7" Allowed = 0.580" 7-00 MAX HORIZ. LL DEFL = 0.000" @ E'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 6'- 10.3" 12 3.00 33)---Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, End vertical(s) are exposed to wind, 3 -. Truss designed for wind loads in the plane of the truss only. Gss 'o N 2 c ti • s-i . 1 at 4 0 M-3x4 M-1.5x3 1-00 7-00 „S,�,SI �NG N Fq s./o 89782PE r JOB NAME : J-1868 STONE BRIDGE - F2 ......_,e•-•-:- -n , Scale: 0.6157 WARNINGS: GENERAL NOTES. unless othervese noted. Truss: F2 I. fo and erection ctor should be advised of all General Notes Thsdesign isbased only upo the pa mal. she and FM an individual L••••yq OREGON -," and Warnings before construction commences, building component Appllabildy I de'gn imamate rs and proper (� 3.2v4 compression web bracing mull be installed where shown•, incorporation of component is the responsibility or the building designer. +'Q y'''7 V 3.Additional temporary biasing to Incurs NabI6N during construction 2 Design assumes the top and bottom chorda to be laterally braced al .11 6'4 R Y 1 .„ is me re of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelypR unless broad throughout their brgth by `� continuous sheathing Slle as pNwcod sheathing(TC)and/or drywau(ec). �r 1 �°A UL R DATE: the overall structure*the responnibifly of the building designer. 3.b Impact bridging or lateral bracing requked where shown•• SEQ.: K].6 2 312 6 4.No bad should be appled to any component until alter a1 bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and N no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. design bads be lied to an and are for"dry condition-of use, TRANS ID: LINK en pp yamponem. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lul hearing at all euppod5. en.Shim or wedge if fabrication,handing.shipment nesignasEXPIRES: 12/31/2016 sable imlaYhenplamponerata. 7.Designaaumesadequate drainage ispnavlded December 29,2015 6,This design is furnished subject to the Imitations set forth by e.Plates Mal be baled on both faces of buss.and placed so they center • TPI WTCA in SCSI,copies of which w11 be furnished upon request. lines coincide with joint ante,lanes. 6.Digits indicate see of plate In inches, Mlrek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1088(MITek) This design prepared from computer input by JR LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 T'_: 22x4KUUF 8158TP. LOAD DURATION INCREASE = 1.15 1-2=( 0) 80 2-6=(-7) 158 6-3=(0) 171 ' P2: 204 ROOF 11150TR SPACED 24.0" O.C. 2-3=(-290) 76 6-4=(-7) 158 wEBD: 2c4 NODE STAND 3-4=(-290) 77 LOADING 4-5=( 0) 80 TO LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF ..C: LATERAL SUPPORT <= 12"0C. ION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAO HORZ ERG REQUIRED BEG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 POE Ground Snow (Pg) 0'- 0.0" -67/ 433V -106/ 106H 3.50" 0.69 0100 ( 625) -67/ 432V 0/ OH 3.50" 0.69 FDDF ( 625) td-1.5x4 o at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL equal REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. vertical members ,ucnl BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP . LCOND. 2: Design checked for net(-5 psf) uplift at 24 "ocp cing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ---- - --- -- - - -- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -I'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 8'- 7.0" Allowed - 0.100" 3-09-08 3-09-08 MAX TL CREEP DEFL = -0.003" @ 8'- 7.0" Allowed - 0.133" ---- -- - -- t----- - ----- -- - • MAX TC PANEL LL DEFL = 0.090" @ 5'- 5.0" Allowed - 0.318" MAX TC PANEL TL DEFL = 0.087" @ 5'- 5.0" Allowed - 0.477" 3-09-08 4-09-08 • MAX HO0IZ. LL DEFL = 0.001" @ 7'- 3.5" • 1: 1 MAX HORIZ. TL DEFL = 0.001" @ 7'- 3.5" M-4 XE . REFER TO COMPUTRUS STANDARD 12.00D 12.00 4 0„ GABLE END DETAIL FOR DETAILS 3 NOT SHOWN. Design conforms to main windforce-resisting • M-3x5 w i M-3x5 system and components and cladding criteria. -. -r Wind: 140 mph, h=15f i, TC DL=9.2,BC UL=6.0, ASCE 7-10, - O:rzj - (All Heights), Enclosed, Cat.2, Exp.B, MWFP.S(Dir), load duration tactor=l.6, • 3.1" Truss designed for wind loads • in the plane of the truss only. I M-1.5x4 M-1.5x4 • I j Truss designed for 4x2 outlookers. 2x4 let-ins / of the same size and grade as structural top chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are i permissible at inlet board areas only. M-3x5 M-3x5 • m 0 0 • 1 M-3x4 M-1.5x3 M-3x4 ,...6 1 3-09=09 3-09-08 �((y,0p PROFess 00 7-07 1-00 l wC�> ,NGLNEFJ9 1a2 Q :9782PE 9r • JOB NAME : J-1868 STONE BRIDGE - G1 ,(�' MI} Scale: 0.429E `, y,L • -EGONn >, Q' WARNINGS: GENERAL NOTES, unless of the parameters e noted: VO 1.Budder and erection contractor should be advised of all General Notes 1.This design's based only upon the eshownand loranindividual 'CRY 1 �,Q` Truss: G1 ! and Warnings before construction commences building component.Applicability of design parameters and proper 2.2sa compression web bracing must be inslaled where shown•. incorporation of compoeanl b the responsibility of the building designer. `, 3.Odd4bnaI temporary bracing to insure stability durvg corWructbn 2.Design assumes the lop end bottom dards to be laterally brand et A v is the responsibility of the erector.Additional permanent bracing of 7 continuous and at 1 P n,ro.crsuch as ply Wass hand(TC) iandt/heir length by A UL conmpacts ri bridging org such as acing relywood sheathing(TC)where s own Co CrywalNeLl. lot c: 12/29/2015 the own/structure IS the responsibility of the building designer. 3.h Impact fort plrg or label bracing required where shown • SEQ.: K 16 2 312 7 4.No bad should be applied to any component until alter al bracing and 4.Instaaalon of truss Is the responsibility 011ie 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, EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied to any component and are for"dry condition.of use. 5.compuTrus has ea control over and assumes no responsibility log the S.Design assumes fol bearing at all supporta slaw".Shim or wedge if eaaaDecember 29,2015 nbrcatbn,handing,shipment and imtalalbn of components 7.Design assumes adequate drainage A provided. 6.This dangn is furnished subject to the lmitalons set forth by 8.Plates shall be located on both races of buss,and placed so their center TP MICA in 8051.copies of which will be furnished upon request lines coincide with pint center lines. 9.Digits indicate size of plate In inches. Mitek USA,Inc./CompuTrus Software 7.6.7SP2(ZL)-E 10.For basic connector piste design values see ESR-1311.ESR-19138(Isles) This design prepared from computer input by SP LUIIBER SPECIFICATIONS TRUSS SPAN 7'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 80 2-6=(-7) 158 6-3=(0) 171 BC: 2x4 KDDF 610010 SPACED 24.0" O.C. 2-3-(-290) 76 6-4=(-7) 158 WEBS: 2,:4 KDDF STAND 3-4=(-2901 77 ' LOADING 4-5=( 0) 80 TC LATERAL SUPPORT <= 12"2C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVEPHAuSS: 12.3" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -67/ 433V -106/ 106H 3.50" 0.69 KDDF ( 625) 7•- 7.0" -67/ 432V 0/ OH 3.50" 0.69 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - - -- - --- -- - - ------ - - - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 8'- 7.0" Allowed = 0.100" 3-09-08 3-09-08 MAX TL CREEP DEFL = -0.003" @ 8'- 7.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.090" @ 5'- 5.0" Allowed = 0.312" 12 12 MAX TC PANEL TL DEFL - 0.087" @ 5•- 5.0" Allowed = 0.477" M-4x6 12.00 12.00 MAX HORIZ. LL DEFL = 0.001" @ 7'- 3.5" 34.0" MAX HORIZ. TL DEFL = 0.001" @ 7'- 3.5" \ Design conforms to main windforce-resisting ___ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,RCDL=6.0, ASCE 7-10, 3.1" (All Heights:, Enclosed, Cat.2, Exp.B, MWFRSIDlr), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • • r r1 0 o M-3x4 M-1.5x3 M-3x4 - - 3-09-08 3-09-08 1-00 7-07 1-00 �(5ED PROPe„ �r`� cNGINEFR 129 Q 8.782PE r JOB NAME : J-1868 STONE BRIDGE - G2 Scale: 0.4671 WARNINGS, G.This unleuatMrvanrotae: "9 OREGON s �. I.Builder and erection contractor should be advised ea General Notes I.This designbased onty upon the parametersshownand for an iMNitlual � O� Truss: G2 and Warnings before construction commences building component.Applicability of design parameters and proper (5 2.b4 compression web bracing must be installed where shown.. incorporation orcomponent is the responsibility or the building designer. d ( V 3.Additional temporary bracing to insure stability during construction 2.7 o.c.assumes the top and bottom chortle to M talughorally braced et �� ", Y 1:7 a Ina responsibility of the erector.Additional permanent bracing of continuous o.c.and at ICY o.c.ra very unless braced throughout their length by NI A t \ DATE: the ova rel structure is IM responsibility f dr building de sheathing such as plywood sheathing(TC)anNor tlryw'+II(SL). - A U s= pons ty o g signer. ].Ta Impact bridging or lateral bracing requited whore shown SEQ. : El62 3 12 8 4.No load should be applied to arty component until after aft bracing end 4.Installation of truss is the responsibility of the respective contractor. Fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK S.tom Trus has no control over and assumes no re 6.DesgnauumesNabearbpataltwppoMshown.Shmorwedgell EXPIRES: 12/31/2016 p� responsibility Tonne Measary• labrsalion.handing,eNpment and installation of compoce Ms. 7,Deagn assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be bated on bath faces of huss,and placed so their center December 29,201 5 TPIMyICA in SCSI.copies of which MI be fumshed upon request. lines coincide with pint center lino. e.Digits indicate sire or plate l^Inches. %Tek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-19139(MiTeF) This design prepared from computer input by JP L00000 SPET_FICA':IONC TRUSS SPAN 7'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 254 KDDF 814079 LOAD DURATION INCREASE = 1.15 1-2=(-291) 73 1-4=(-8) 150 4-2=(0) 171 BC: 2x4 NUDE B15BTR SPACED 24.0" O.C. 2-3=(-291) 73 4-3-1-8) 150 WEB:: 2m4 MODE STAND LOADING 77 LATERAL SUPPORT <= 2"DC. UON. LL( 25.0)+DL( 7.D) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SOPPC'PT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 319V -83/ 83H 3.50" 0.51 KDDF ( 625) 7'- 7.0" -38/ 318V 0/ OH 3.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LCOND. 2 Design checked for et(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.091" @ 5'- 5.0" Allowed = 0.318" MAX TC PANEL TL DEFL = 0.086" @ 5'- 5.0" Allowed = 0.477" MAX HORIZ. LL DEFL = 0.001" @ 7'- 3.5" 3-09-08 3-09-08 MAX HORIZ. TL DEFL = 0.001" @ 7'- 3.5" 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 12.00 i 12.00 2 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (A11 Heights), Enclosed, Cat.2, Exp.b, MWFRS(D1r), load duration factor=l.6, �• Truss designed for wind loads u j in the plane of the truss only. ' 3.1" • • • (C 0 L7 -,---, 0 0 M-3x4 M-1.5x3 M-3x4 • 3-09-08 3-09-08 7-07 ��E� PROF ��,`g ANG t N EF,9 502-9 • `r' 89782PE r JOB NAME : J-1868 STONE BRIDGE - G3 ,=_,,,,�''<,- ,,*+r• " ' . Scale: 0.4708 WARNINGS: - -�- GENERAL NOTES, unless othervA¢noted ------ 1.Bib and ectbncontractor should beadvsedof,UGeneral Notes This design based only upon theparamets and for nindrbual y OREGON N. Truss: G3 and warnings be bre construction wmm.nces budding component.Appticabtltly of design parameters and props jf 25) 07r 2.204 wmpresdon web bracing must be Instated where shown incorporation of component b the reapaesbuiry of the building eestgner. ,5, 4RY 1 S 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom cholla to be throughoutatetally braced at • 4 a Ina responsib488 of the erector.Additional permanent bracing or w^.c.and at 1 B'o.c.respectNely unless braced their length by :'E: 12/29/2015 the ow rail structure is the responabaty of the building de Impact sheathing or ater as acing re uie where.own) •r drywaWBC). designer. 3.za Impact bridging or lateral bracing required where.sown.. Pit UL SEQ. : K 162 312 9 4 No bad should be applied to any component until after e1 braung and 4.Insulation of truss is the responsibility oh the respectNe contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a nomcorrosbe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condftron•ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full awing all supports shown Shim m wedge It EXPIRES: 12/31/2016 fabrication.handling,shipment and instalation of components. necessary. 7.Design awurnesadedonrainagespm"bed. December 29,2015 6.This s be designfurnished subject to the Imitations set forth by B.Plates Wall be boated on both faces of Buskand placed w their center TPI,WTCA in SCSI,copies of which wit be furnished upon request. lines coincide with plat center lines. 9.Digits indicate size of plate In inch.. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E ID.For basic connector plate design values see ESR-1311.ESR-1900(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ICGDF 41613TR LOAD DURATION INCREASE = 1.15 I-2=1 -30) 50 1-6=(-7) 119 1-2=1-258) 45 BC: 2::p4 KDDF 416BTR SPACED 24.0" O.C. 2-3=1-200) 87 6-5=1-7) 119 6-3=( 0) 144 WEBS: 106 HOOF #2: 3-4=1-200) 87 4-5=(-258) 45 2x4 KDOF STAND A LOADING 9-5=1 -30) 50 LL) 25.0)+DL( 7.5) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT <= 12"30. UON. DL ON BOTTOM CHORD = 10.0 PSF 810 LATERAL SUPPORT <= 12"30. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LETINS: 2-20-00 2-00-00 LL = 25 PSF Ground Snow (Pg) 0'- 0.0 -35/ 299V -79/ 79H 5.50" 0.47 KDDF ( 625) 7'- 0.0" -35/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '' For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ----- - - ---- - - -- - -- ---- --- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021" @ 5'- 8.4" Allowed = 0.304" MAX TL DEFL = 0.022" @ 5'- 8.9" Allowed = 0.406" 3-06 3-06 MAX HORIZ. LL DEFL = 0.001" @ 6'- 6.5" MAX HORIZ. TL DEFL = 0.001" @ E'- 6.5" 0-06-13 1-11-03 1-11-03 1-06-13 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 12.00 12.00 Wind: 14D mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 9.0" (All Heightsl, Enclosed, Cat-2, Exp.S, MWFRS(Dir), 1 load duration factor=1.6, '1I 1i Truss designed for wind loads in the plane of the truss only. • 3.1" M-3x4 M-3x4 2 4 A / . T. . lti o 14-3x8 M-1.5x3 M-3x8 3-06 3-06 7-00 ,Co� GINFen% ,� 9 :9782PE r JOB NAME : J-1868 STONE BRIDGE - G4 Scale: 0.9374 Yr WARNINGS: GENERAL NOTES unless otherwise noted i, C., p ^ 1.' N.1.Bolder and erection contractor Would be advised of all General Notes 1 This deep based only upon the parameters shown and is l individual �al OREGON EGO1 V Truss: G 4 and Warnings before cunstrudbn commences. bulldog component.Applicability of design parameters and proper d (15,' 2.2sa compression web bracing must b bled where shown•. incorporation o1 component le theresponsibilityetch of the building designer. 1/9) )� �/1 &(`J'� 3.Additionaltemporary b p t 'n N bi4ry during construction 2 Design assumes the top and bottom chord[to be laterally braced at 7 '7 +y '` the apo -duy of the erector.Additional permanent bndnp of 2 c.c.and et 1P'o c respectsuch ively unless braced throughout tMir length by is DATE: 12/29/2013 Inc overall structure is the responsib i y of the building designer. 3.2s Imcontipact ct bruoue id rng rig lateral brad` re shag where shows•drywaX(BC) p�' 1 �'\ pa gins or nilly of l./ SEQ.: K1623130 a.Npbaashould mletearto.mcompoantcola•herelbrsangend 4.DemgnbnofVussisttereIsseofIMrespective contractor. - fasteners are complete end al no time should any loads greeter than B.Design assumes trusses are to Bebused in a mnworrosiue environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. B.CompuTru[has no control over and assumes no responsibility for the 6.seam assumes ful bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and indalatbn of components. wary. EXPIRES: 12/31/2016 7.Design muffles aaeduate onbothfacenage`ftruss.an December 29,2015 6.1nrt design le Nriwlyd subject to the IMlelbna ssl forth by 8.Plates Nal De bcotatl o"both faces of truss,and pbcod w their ce Mer TPUWTCA in SCSI,copies of which nil be furnished upon request. lines coincide with pint center lines. MiTek USA.Inc./Com uTrus Software 7.6.7-BP21L-E B.FotDigitaisidiconte ect r platedesign values P ( I 10.For basic connector plate tlin Inc values sea ES12-1371,ESR-1888(MlTeki This design prepared from computer input by OP LUMBER SEC PKAT IONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 293 1(DDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=1-286) 573 3-5=1-609) 273 BC: 234 0000 RISBTR SPACED 24.0" O.C. 2-3=(-631) 270 5-4=(-127) 79 WEB=: 2..4 YDDF STAND 3-4=( -60) 58 LOADING TC LATERAL OUPPOPSI <= 12"OC. VON. LL( 25.0)001-) 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD = 10.0 NSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVEPHANUS: 12.0" 0.0" 0'- D.0" -71/ 548V -28/ 92H 5.50" 0.88 KDDE ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -43/ 39EV 0/ OH 5.50" 0.63 KDDF ( 625) 9. For �,a neer sig ens. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • 'FOND. 2: Design checked for net(-5_psf) uplift at 24 "onspacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP - -- - _ - -- AND BOTTOM CHORD LI'/E LOADS ACT NON-CCNCURRENTLY. 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 BC PANEL LL DEFL = -0.172" @ 4'- 7.0" Allowed = 0.351" MAX BC PANEL TL DEFL = -0.103" @ 4'- 7.0" Allowed = 0.468" MAX HORIZ. LL DEFL = 0.004" @ - 9.5" MAX HORIZ. TL DEFL = 0.008" 9 8'- 5.5" 4-10-12 4-01-04 12 Design conforms to main windforce-resisting 3.00 - system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=1.6, End vertical(s) are exposed to wind, • Truss designed for wind loads in the plane of the truss only. M-1.5x3 .._------ 3. O • __�.. _. _... . 5 o M-3x4 M-3x9 • 8-08-08 0-03-08 - --- - -_. - - ---- - --- - - -I. 1-00 9-00 4 .5N PROFFss tic,�� $tNE�9 �o2 8.782PE 9r, JOB NAME : J-1868 STONE BRIDGE - H1 Scale: 0.5122 , _,.i.e. WARNINGS: GENERAL NOTES, unless otherwise noted- T r u s s: H 1 1.Budder and erect tract should be wised of all General Notes This design based only upon the parameters shownand 1 an individual �e� and Winnings heroconstruction building co W 1 Appkebllty of design pommels and prop `�il-OREGON �„ 2.2v4 compression web bracing must be Inataled where shown.. incorporation of component Is the responsibility of the building designer. GA�Y i (753'S Q` 3.Additional temporary bracing to insure stability during conabuctlen 2.Dew assumes me lop and bottom chords to be y braced at R G- Is IN responsibility of the erector.Adeton.permanent bracing of 7 a.c.and at 10'o.c.respectively unless braced throughout their length by `�V :..:,TE: _-/2 5/2 0 1 5 the overall structure n the responsibility of the building designer. continuo.Imeclridgingiorng such as plywoodcingrDred where sheathing(TC)andor tlrywaY(BC). Aq U - 3.is Impact bridging or lateral ensure required where anawn.. SEQ. : K 162 3131 4 No load should be applied to any component until alter al bracing and 4.Installation of trues is the responsibility al the respective contractor. fasteners are complete end at no time Mould any bads greater man 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 condition'of use. 5.CompuTrue has no control over and esaumes no responsibility for the 6.Design assumes Iii bearing at all support.clown.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handing,shipment and installation of components. 7.necessary. as. tendllbeel adequate on"hface is provided. December 29,2015 6.This design s furnished subject b the Ymibtbna set forth by B.Plates shat be boles on Som faces of buss,and placed so their center '. TPINyTCA in SCSI.wpm.of which oil be furnished upon request. lines coincide WOE pmt center lines. 9.Digits indicate We of plate In Inches. MiTek USA,Inc./CompuTru6 Software 7.6.7SP2(1L)-E II.For basic connector plate design values see ESR-1311,ESR.1986(MiTek) • This design prepared from computer input by OP LOIIRER E PES_I FICAT_IONS TRUSS SPAN 9'- 0.0" 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. T : 2.+.4 !CODE 16RIR LOAD DURATION INCREASE = 1.15 conforms to main wi ndforce-resistor RC: 1 : _c4 KDDF 16000 SPACED 24.0" O.C. Design g system and components and cladding criteria. CC LATERAL STPPCRT C= 12"JC. CON. LOADING AC LATERAL :'.PPCF" 0- 12"JC. CON. LL( 25.0)+DL( 10.01 ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 45.0 PSF load duration factor=l.6, For hanger specs. - See approved plans Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 UON. M-102 or equal typical at stud verticals. 'Refer to CompuTrus gable end detail for 12 complete specifications. 3.00 - - -. II a .a I. N 2 -I I •O I - _-. _— _._ • M-3x4 1-00 9-00 `_• :9782PE r JOB NAME : J-1868 STONE BRIDGE — H2 - . ,,r / Scale: 0.6747 , - // , WARNINGS: G.NERAL NOTES, unless otherwise soled. ORE40 GONTruss: H 2 1.Balder and erection contractor should be advised of as General Notes 1.This designis based only upon me parameters she and rot an individual �Ns and Warnings before construction commences. building component.Applicability of design W meters and proper 15. 2.2x4 compression web bracing must he Installed where shown., incorporation of component b the responsibility of the building designer. "�R �q Ry 1 Z Q'' 3.Additional temporary bracing to Incurs WabWty during construction �.Deeipn assumes the tap and bottom chords to be laterally braced N �j s the responsibility of the erector.Additional permanent Oraunp of 2'o.c.and sl 10'o.c.respectively unless breed throughout their length by {� V continuous idgmg r such Ward sb acing re uired w g(T.flown•drywaslBC). PU L `'\ r'"�-" 12/29/2015 IM ovarel atruture Is IM responsibility of be building designer. 3.h Impact brldging or labral bracing required where shown.. iI A SEQ. : Ni6 2 313 2 4.No bed should be applied to arty component until after all bracing and 4.Instalatbn o/buss 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 I D: LINK design bads be applied to see component and are for"dry condition'of we. 5.CompuTrua has no control over and assumes no responsibility for the B.Design assumes full bearing al all supporta shown.Shim or wedge it fabrication,handy ^°°°°°°ry. EXPIRES: 12/31/2016 handing, 50950 and installation of el loch components. 7.Design assumes adequate drainage d provided December 29,201 5 6.Thio design s Nrnshed subpd to IM Imitations set forth by B.Plates shall be located on both laces of truss and pieced so their canter TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate sae 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 :,UMBER SPECIFICATIONS TRUSS SPAN 18'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 Ti:: 2.:4 KDDF 815BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -10) 136 8- 9=1-323) 494 8- 2=1-1060) 329 11- 6=1 -112) 1233 P_: 2x4 ROOF h15BTR SPACED 24.0" O.C. 2- 3=(-1877) 219 9-10=1-183) 1758 2- 9=( -112) 1233 6-12=1-1060) 323 WEBS: IS4 ROOF STAND: 3- 4=1-1453) 198 10-11=(-183) 1541 3- 9=( -66) 139 10.6 RODE 82 A LOADING 4- 5=1-1499) 198 11-12=1 -94) 275 3-10=1 -482) 376 LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1875) 219 10- 4=) -100) 1768 TC LATERAL SUPPORT <= 12"x. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -10) 136 10- 5=1 -486) 373 B'_ LATERAL SUPPORT <= 12"/0. UON. TOTAL LOAD = 42.0 PSF 11- 5=( -64) 139 "OVERHANGS: 12.0" 12.0" LL = 25 POE 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 TEE SPATIAL 0'- 0.0" -141/ 955V -284/ 286H 5.50" 0.64 KDDF (1485) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 6.0" -141/ 955V 0/ OH 5.50" 0.64 RODE 11485) M-1.5:-:4 or equal at non-structural vettiral reernhors .Iron . BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - -- GOND. 2: Design checked for nett-55 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9-03 9-03 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" - _--- '('-- ---- --- REFER TO COMPUTRUS STANDARD MAX LL DEFL = -0.092" @ 9'- 3.0" Allowed - 0.879" 5-00 4-03 4-03 5-00 GABLE END DETAIL FOR DETAILS MAX TL CREEP DEFL = -0.183" @ 9'- 3.0" Allowed = 1.172" T- -- NOT SHOWN. MAX LL DEFL = -0.001" L 19'- 6.0" Allowed - 0.100" 12 12 MAX TL CREEP DEFL = -0.002" @ 19'- 6.0" Allowed = 0.133" M-4x6 12.00 12.00 MAX HORIZ. LL DEFL = 0.137" @ 18'- 3.2" 4,0" MAX HORIZ. TL DEFL = 0.228" @ 18'- 3.2" M-3x5 ,`M-3x5 Design conforms to main indforce-resisting '3.1" system and components and cladding criteria. M-1,5x4 M-1,5x4 �l Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 M_3X5 Al( l Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, II-3x4 '\ M-3x4 End vertical(s) are exposed to wind, /_ Truss designed forwind loads M-3x5 3 lo., a M-3x5 in the plane of the truss only. X--- M-5x8 i Truss designed for 4x2 outlookers. 2x4 let-ins M-1.Sr,9/ M-1,5x9 � of the same size and grade asstructural top V�,�:�. ',i chord. Insure tight fit at each end of let-in. Ou _ tl ookers must be cut with care and are M1-5x5 11 -- M-3x5 permissible at inlet board areas only. M-4x4 ,:M-4x4 M--'x5 / M-3x5 o- ` '12 CO \ CO n' -o c 7 -I M-1.5x3 M-1.5x3! II 'i8.00 8.00 I _ 12 12 9 08-08 9 06-06 4-06-08 4-08-06 �t�E,D P R Op 1-00 9-03 1 -- 9-03 1-00 w� 619 .� �NGtNEF9 1�2 1-00 18-06 - - 1-00 :9782PE r • JOB NAME : J-1868 STONE BRIDGE - I1 � • Scale: 0.2103 C/ • WARNINGS. GENERAL NOTES, unless otherwise noted. 92G•'EGONO� .Truss: I 1 and Warnings beAre construction commences. building component.I.Builder and erectioncontractor should be advised of a8 General Nobs I.This design is based oNy upon the premolarsshownand-kr an individual �� t Applicability of design parameters and proper 'Ix?, � 2 2.204 compression web bracing must be Insteld where shown.. ircorprasoe of component 4 the re.poeUoby of the building designer. C`` 3'o.c.anti at 10'o.c. i 3.Additional temporary bracing to insure stability donee construction 2.Design assumes de lop end bosom chords to be telerey braced et IE `` b the respnsibilfy of the erector.Additional permanent bracing of respective M talks*brand throughout their lengm by P continuous sheathing such as plywood sMathine(TC).ndor drywall(BC). DATE: 1 /20/2015 the overall structure is the responsibity of the building desgner. 3.2s Impact bridging or Wend bracing required where shown.. SEQ. : Ni 62 3 1 3 3 4.No load should be applied to any component until after al bracing and 4.Installation of truss*the responsibility of the respective contractor. fasteners re complete and at no time Mould any loads greater than 5.Design assumes tresses are to be used In a noncorrosive environmem, EXPIRES: 12/31/2016 TRANS ID: LINK design weds be epplied to any component. and are kr'dry condition"ofuse. 5.Com Tru.has no control over and assumes note fi.Design assumes full bearing al all supports shown.Shim or wedge it December 29,2015 pace .ponsibilily for the nece�^, tebricatwn.handling.sNpment and instelalien of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates Owl be located on both faces of buss,and placed so their center TP WVrCA in SCSI,copies of witch coil be furnished upon request Ines coincide with pmt center lines. Mask USA,Inc./CompuTruc SRFz are 7.6.7.5P2)1L}E 9.Dipts indicate sae of plate In inches. . 10.For bask connector piste design values see ESR-1311,ESR-1988(Welt) This design prepared from computer input by JP LOOSER O.,ESIFT_CATiONS TRUSS SPAN 18'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 254 KDDF k16RTR LOAD DURATION INCREASE = 1.15 1- 2=) -10) 136 7- 8=1-305) 969 7- 2=(-1063) 337 10- 5=) -76) 140 RC: 0<4 KDDF (416BTR SPACED 24.0" O.C. 2- 3=(-1865) 317 8- 9=1-226) 1708 2- 8=( -111) 1226 10- 6=(-152) 1342 WEBS: 0,1 SOUP STAND; 3- 4=1-1937) 197 9-10=1-2081 1517 3- 8=( -63) 139 6-11=(-765) 240 2x6 KOLE 80 A LOADING 4- 5=(-1454) 197 10-11=1 -39) 105 3- 9=( -980) 354 LL( 25.0)•DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1845) 391 - 4=( -98) 1705 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 5=1 -975) 364 BC LATERAL SUPPORT <= 12"9C. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BP.G AREA 070FHAE S: 12.0= 0.0" LL = 25 PSF Ground Snow (Pa) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -192/ 958V -265/ 272H 5.50" 0.65 KDDF (1985) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18'- 4.0" -99/ 778V 0/ 011 3.50" 0.56 KDDP (1400) For non - REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. ger specs. See approved plans 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 = -0.001" @ -1'- 0.0" Allowed = 0.100" 9-03 9-01 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.088" @ 9'- 3.0" Allowed = 0.879" • MAX TL CREEP DEFL = -0.182" @ 9'- 3.0" Allowed = 1.172" 5-10 9-03 9-03 9-10 .- ___. r__..._ ". __ _ _ - _-- -_ -- MAX HORIZ. LL DEFL = 0.131" @ 18'- 2.3" 12 12 MAX HORIZ. TL DEFL = 0.222" @ 18'- 2.3" M-4x6 • 12.0n 12.00 4.0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. 11 I Wind: 190 mph, h=24ft, TODL=4.2,BCUL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir)( 3.1" load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 -. M-3x9 f f ,_ 9 5 M-5x8 y,o • • • 8 10�- M-9x9 M-5x6 • • M-3>: M-3x5 \6 . O 0 1 a: 'Ydd l �.o M-1.5x3 M-1.5x3 8.00 8.00 12 12 -_.1 - _--i_"-. -- - --1 9-08-08 9-06-08 4-06-08 9-06-08 �R0) FR()FA.Ss 1-00 9-03 9-01 - ------- �� NGINE s / 18-04 '� 89782PE r JOB NAME : J-1868 STONE BRIDGE - I2 .';- �>l; -•.i - , Scale: 0.2124 -�- - WARNINGS: -- - _ -- GENERAL NOTES, unless otherwise noted 1,Budder nd erectioncontractor slwuldbeadvised ofall General Notes 1 Ibis design'ebased onlyupon the parameters shown and isfor anlndiidual OREGON e°s T T LIS S: 1 2 and Warnings before combustion commences. budding component.Appimbllly of design parameters and proper �/� nQ �' 2.2va p web bracing must be installed where shown•. incorporation assumes of componnt s the rasponsib4lty of Ihs buldirp daalpnar. ///��,,, V 3.Add 1 I t p ary bracing to Insure stabWty dun rg construction 2 Deign edItIT atslap and bosom chords to be ro ughy braced at �� RY 1 _`� theis responsibility of the erector.Additional permanent bracing of 2'a c and at td o.c.roust,a p11 unless braced throughout their length by Nit continuous sheathing such as plywood=heath-ng(TC)ander drywsll(BC). p^U L ' r' :2/29/2015 the overall structure is IM responsibilly of the building designer. 3.2v Impact bridging or lateral bracing requited where shown•• /`5 SEQ. : K 1 62 3 1 3 4 4.No bad should be applied b any component until alter el bracing end 4.Installation of truss is the responsibility of 1M respective conlrec,o 1. fasteners are complete and at no time should any footle praetor than 5.Design assumes trusses an to be used Ina noncorrosive environment, designloads be applied Io acomponent. and are for"dry condition"of use. TRANS ID: LINKanyrendaee 6.Design aa. ea/ulbeadng.,allaupppdsanpwn.5bmerw.tlgelf EXPIRES: 12/31/2016 S.Compurrus has no control over and assumes no responeiblley Or the necess, fabrication,nandirg.sMpnenl and installation of components. 7.Design assumes adequate drainage b provided. December 29,2015 6.This designs furnished sub(ecl to the imitations set forth by 6,Pates Nal located,ed on both fax of buss.and placed so thew Genie! TPIMRCA in BC Si,copbs of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate side of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E to.For basic connector platedeslgn values see ES13-1311,E5R-1988Wed This design prepared from computer input by JP 2,011BER _PE_IF'ICP.T 20N0 18-09-00 GIRDER SUPPORTING 24-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2,1 KDDF 616000 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1-5214) 1144 1- 6=1-734) 3384 6- 2=( -450) 2238 4- 5=1-5240) 1150 BC: 2:+.0 KDDF 1416BTP. 2- 3=(-3500) 898 6- 7=1-730) 3366 2- 7=(-1472) 460 wEBs: 204' RDDF STAND; LOADING 3- 4=1-3500) 888 7- 8=1-690) 3382 7- 3=(-1164) 9559 61.06 STUD A; LL = 25 Psi'Ground Snow (Pg) 4- 5=1-5240) 1150 8- 5=(-694) 3402 7- 4=1-1500) 466 2XE K^DF 62 6 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 18'- 9.0" V 4- 8=( -456) 2276 BC UNIF LL( 284.4)+DL( 213,4)- 497.8 PLF 0'- 0.0" TO 18'- 4.0" V TO LATERAL SUPPORT <= 12"00. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"CC. VON. 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" -1152/ 51960 -234/ 234H 5.50" 8.31 KDDF ( 625) 18'- 4.0" -1132/ 5103V 0/ OH 3.50" 8.16 KDDF 1 625) 12 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Attach 2 ply with 38x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: cin 1 rows) throughout 9x4 top chords, rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 3" cc in I row(s) throughout 2x8 bottom chords, oc in 1 row(s) throughout 204 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1 MAX LL DEFL = -0.047" @ 9'- 3.0" Allowed = 0.879" MAX TL CREEP DEFL = -0.097" @ 9'- 3.0" Allowed = 1.172" 9-03 9-01 .-- -. ------ -_ MAX HORIZ. LL DEFL = 0.011" @ 18'- 0.5" 9-11-08 9-03-08 9-05-09 4-07-12 MAX HORIZ. TL DEFL = 0.078" @ 16'- 0.5" 12 12 Design conforms to main windforce-resisting M-4X6 system and components and cladding criteria. 12.00 12.00 4.0" Wind: 140 mph, h=24ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ',' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 load duration factor=l.6, )' 1 Truss designed for wind loads in the plane of the truss only. 3.1" M-3i5 M-3x10 4 ' , A i M-1.5x3 •0 L, -- - .: : ill�� L' - _. -- --- - ---- - - -- ___ _ -o 0 1- - 6 7 8 -- 5 M-3x8 =M-8x8 M-3x8 M-4x10 9-09-12 9-05-09 -- 9-05-09 --- -9-07-12 ,`��L D R Op co- /y C7� O2„ �la-o9 • 89782PE r JOB NAME : J-1868 STONE BRIDGE - I3 Scale: 0.2498 •- ' WARNINGS: GENERAL NOTES, unless otherwise rate40 d: I.Bulderand erection contractor should beadvised ofall General Notes 1.This design*based ory ponthe paramehnshown and sbranlnd6Huel I r OREGON 0' Q„ Truss: 13 and Watnkge bebre construction ummenus. building component.Applicability of design parameters and proper G 2 2.2a4 umpression web bracing must be Installed where shown+. incorporation of component Is the responsiollry of the building designer. �in q RY 1 tGQ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end Sodom unlchoess ler to be througaterallyhout braced at Is the responsibility of the snctar.Add enol permanent bracing of 7 4.c.and at 10'o.c.respechveN unles braced throughout their length by 7:-�:L: 12/29/201E' the overal structure is the rsponsibiep of the building designer, continuous Ims rsrigor such l acing rplywooe airedtheatvng(re s con•r drywaWBC). 3.Te Impact begging or lateral leaping required contra shown++ 'it °A UL � SEQ. : 1<1623135 4.No load should be applied b any component until after al bracing end 4.Installation of Puss is the raavonsibtety of the respective contractor. fasteners are complete and at no lime should any loads greeter than 5.Design assumes trusses ere to be used in a noncorrosive environment design bads be led toe and are for"dry condition'of use. TRANS ID: LINK 9 applied mcpmponent, 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication.hand. shipmentnecessary. handing. and ineebtbn al components. 7.Design assumes adequate drainage*provided. I,� 6.Thedesgnefurnished,abjectbthe limitations set forth by 8.Plates shat be located on both faces of buss,and pissed sotnekunter December 29,2015 TPIW1'CA in BC SI,copes of which MI be furnished upon request. lines coincide with pint center lees. O.MiTek USA,Inc./CompuTrus Software 7.6.7SP2)1L)-E Io.FFor lbasic cots npigcnes connector plate dsMu of plate in ign values see ES13-1711,ESR- 1988(MITek) B Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 /q s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O-1/1 1/ „ 2. Truss bracing must be designed by an engineer.For 16 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O 12-1—\\411111rril ! bracing should be considered. ,: , = 3. Never exceed the design loading shown and never0 stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c» cea cs-b designer,erection supervisor,property owner and plates 0 'Agfrom outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352,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 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 200prNDS 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. II 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. tEllill# reaction section indicates joint L_� number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. all�0 18.Use of green or treated lumber may pose unacceptable ►— environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI 1: National Design Specification for Metal 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. BCSI: Building Component Safety Information, i T20.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