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Plans (4) tic STA 015— 040)--- () • 30'-O I ?-C S 5w 7`� ✓ma. r N v. --„ 1 f�.:� 12'-6" 17'-6" I it-- g: i V f I I 1 DEC 222015 CIT •OF TIGARD ro -- E2 (4) II ! I e•0 326 CI U — •I I I 4:'2 gr co / ,=-7- I / I .er Q I \I I Le /I I I\ I •,2 \ I / 8 12 I ''26 Imil L__ 1,5 mil 8:12 1 \ "? 8:1328: r — Co Al N 9'-9" 21'-O" 91-0" 6'-0" 301=0 I-0 15'-0" I I- - ---_-I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 12/16/15 PLACEMENT ONLY TRUSS CALCULATIONS AD ENGINEERED STRUCTURAL is PROJECT TITLE. .. REVISION-1: DRAWINGS FOR ALL FURTHER J-1866 STONE BRIDGE DESIGNER/ENGINEER BUILDING DES RESPONSIBLE FOR OF RECORD ; PLAN' DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS OOOi TO TRUSS CONNECTIONS BUILDING 361 MOD / STD-J-1 Li�WItE.CKED BY: DESIGNER/ENGINEER OF RECORD TO 4 . REVIEW AND APPROVE OF ALL 4 T© LI S COMPANY DELIVERY LOCATION: 'SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ®t i� 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MIMI MiTek s. MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1866 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: K1601325 thru K1601339 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. ,<5 p P R OFes, • /G?`5 ENGINE °2 4Z- 89782PE �c ,�OREGON o';`' PA U L �'J December 16,2015 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 LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 63 2-6=(-15) 279 6-3-(0) 226 BC: 2x4 KDDF 8l6BTR SPACED 24.0" O.C. 2-3=(-430) 93 6-9=(-15) 279 WEBS: 204 KDDF STAND 3-4=(-430) 93 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -73/ 523V -76/ 76H 3.50" 0.84 KDDF ( 625) 9'- 9.0" -73/ 524V 0/ OH 3.50" 0.84 KDDF ( 625) H-1.5x4 0[ equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members loon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ori spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. --- -- ---- - ----- --' VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.002" @ 10'- 9.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ 10'- 9.0" Allowed - 0.133" 9-10-08 9-10-08 MAX TC PANEL LL DEFL - 0.030" @ 2'- 7.0" Allowed = 0.346" MAX TC PANEL TL DEFL = 0.084" @ 6'- 12.0" Allowed = 0.519" 4-10-08 5-10-08 MAX HORIZ. LL DEFL - 0.002" 8 9'- 5.5" r ------ -. ( . __ -_ _.--1 MAX HORIZ. TL DEFL- 0.003" @ 9'- 5.5" 12 12 I I M-9x9 8.00 7 -c 8.00 Design conforms to main windforce-resisting 34.0" system and components and cladding criteria. M-3x5 M-3x5 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /�,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,- load duration factor=l.6, Truss designed for wind loads - in the plane of the truss only. M-1.5x4 M-1.5x4 Truss designed for 4x2 outlookers. 2x4 let-ins /- f . of the same size and grade as structural top 1 ��. chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are - permissible at inlet board areas only. M-3x5 % M-3x5 z a M-3x4 M-1.5x3 M-3x4 l b 4-10-08 4-10-08 1-00_1 _ __ 9-09 1-00 i `\(('¢ED PROF-6-,`)L5 R OF-Fss ,�\� ��yG�NEF/9 �O*v 89782PE < JOB NAME : J-1866 STONE BRIDGE - Al Scale: 0.9951 WARNINGS GENERAL NOTES unless otherwise noted'. C., 4.0 1.Builder M clan contractor should be advised or all General Notes I.This design s based only upon the parameters shown and is for an individual Y/�� OREGON Truss: Al and Warnings before construction commences building component.Applicability of design parameters and proper -ll/ o_ 2.Zia compression web bracing must be inshlkd where shown•. \7- incorporation of component Is the responsibility of the building designer. -57,40 V^ (( V 3.Atldnional temporary bracing m Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al �� 'l R Y :J' V� b the responsibility of the erector.Addnana permanent bracing of ir 2'o.c.and al 10'o.c,respectively unless braced throughout their engin by ` VV DATE: 12/16/2015 me overall structure is the responsibility f me building desi continuoussheathingor stenlbplywooduiredwerelandi arvwanlSC PA po nsi N o 8 9^e' J.2w Impact bridging or lateral bracing required where shown•• fi5 l„7 SEQ.: K1601325 4.No load should be applied to any component until after all bracing and a.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are la be used in a non-corrosive environment. TRANS ID: LINK design loads be applied W any component, and as to"dry condition.of use. S.CompuTrus has no control over and assumes no responsibility kr the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 pgnai yry fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set form by 6.Plates shall be located on both faces of truss.and placed so their center December 1 6.201 5 TPIIWTCA in BCS',copes of which will be furnished upon request. lines coincide with Joint center Imes. R. ts e see of plate in MiTek USA,Inc./CompuTrus Software 7.6.7SP211L).E 10.For rbase colnnector plate design gn values see ESR-I311.ESR-I980(MITeq This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-15) 279 6-3=(0) 226 BC: 204 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-430) 93 6-4=(-15) 279 WEBS: 2x4 ((ODE STAND 3-4=(-430) 93 LOADING 4-5=( 0) 63 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001.( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRS REQUIRED BRS AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -73/ 523V -76/ 76H 3.50" 0.89 KDDF ( 625) 9'- 9.0" -73/ 529V 0/ OH 3.50" 0.89 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. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 10'- 9.0" Allowed = 0.133" 4-10-08 4-10-08 MAX TC PANEL LL DEFL = 0.030" @ 2'- 7.0" Allowed = 0.346" MAX TC PANEL TL DEFL = 0.084" @ 6'- 12.0" Allowed = 0.519" 1 -1. T 12 12 MAX HORIZ. LL DEFL = 0.002" @ 9'- 5.5" 8.00 r-� IIM-4X4 8.00 MAX HORIZ. TL DEFL = 0.003" @ 9'- 5.5" 34.0" Design conforms to main windforce-resisting �� system and components and cladding criteria. . Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1:1" load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rr e - - I-_ cm O IM-3x4 M-1.5x3 M-3x4 1 ) l 4-10-08 4-10-08 1-00 9-09 1=00 .� , jJ PRQ,fi SA, iz' 89782PE i- . JOB NAME : J-1866 STONE BRIDGE - A2 • • Scale: 0.4826 .�.n.. WARNINGS: GENERAL NOTES, unless and stability C/ J I.0 ldand d contractor should be advised of all General Notes 1 Th design based my upontheparameters sho and forndrvldual OREGON '•••Truss: A2 a dW -g before construction u building po t Applicability f dg parameters d prop7o incorporation f component the of the building designer.2 4 p b bracing t binstalled whereshown - 2 Design assumesthetop and bottom chords 1 be laterally braced at -7/ /yif 3.Additional t p ry b g 1 dg construction ath responsibility of erector.Additionalp ane nt brae ng of continuo. nc and atl0 pe 1�ly 1 braced throughout their length by o Ho t nuous sh Ig h pN d sh tM1 geTC)and/or drywall(BC), �1/4, (y � DATE: 12/16/2015 the overall structure is the responsibility of the building designer. 3.2w Impact bridging or lateral bracing required where shown•• 1„�l- SE K1601326 4.No load should be applied to any component until alter all bracing and 4 Installation of truss s the responsibility of the respectve contractor 4' fasteners are complete and sl no time should any loads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, design pp any component. and are for'dry condition of use. TRANS ID: LINK dos bade bea tea tofi Des hull bears at supports shown Shim or wed f y q/ 5• .CompuTrus has no control over and assumes no responsibility for the eg Design assumes bearing ppo 98' EXPIRES: 12/3 1/2016 fabrication,handl shipment and installation of components. ry handling.s Aman pones 7.Design assumes adequate drainage is provked. December 16,201 5 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center "MONICA in SCSI.copies of Much or be furnished upon request. lines coincide with join)center lines. 9.Digits indmate size of plate in inches. MiTek USA,Ino./CornpUTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTekl This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TH LOAD DURATION INCREASE = 1.15 1-2=1 0) 63 2-6=1-13) 222 6-3=1 0) 201 BC: 2,4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=1-361) 83 6-5=(-13) 222 9-5=1-906) 69 WEBS: 2x4 KDDF STAND; 3-4=1-326) 108 2x6 RUDE #2 A LOADING 4-5=( -19) 98 LL( 25.0)0014 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON, TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ 8RG REQUIRED 8R0 AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) O'- 0.0 -79/ 996V -62/ 698 3.50" 0.79 KDDF ( 625) 9'- 0.0" -46/ 385V 0/ OH 5.50" 0.62 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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 _ - ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. `+ For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. --- ---' ---- - , VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-10-08 4-01-08 MAX LL DEFL = 0.021" @ 7'- 6.3" Allowed = 0.912" MAX TL DEFL = 0.024" @ 7'- 6.3" Allowed = 0.550" 4-10-08 2-05-04 1-08-04 MAX HORIZ. LL DEFL = 0.001" @ 8'- 6.5" -- -- - ------T-- I MAX HORIZ. TL DEFL = 0.002" @ 8'- 6.5" 12 12 6.00 r IIM-4X4 �J 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 4.0= Al, Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1111 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ..-7.7'-'7' j\ '\ Truss designed for wind loads in the plane of the truss only. \ M-3x4 A o r 1 o - ® o m I 6 ** 5 0 21 ;M-3x4 M-1.5x3 M-3x10 I 4-10-08 4-01-08 1..._1-00 9-00 VD PROpe- , LI o Ct.. 9782PE �' JOB NAME : J-1866 STONE BRIDGE - A3 .nr . Sale: 0.4622 a� WARNINGS GENERAL NOTES, less otherwise noted 1'./'_ <IJ 1.Budder and erection contractor should be advised of all General Notes 1.Thisdesign based only upontheparameters shown and o br an Individual -7 OREGON ,-,N- ' 'Cr'Truss: A3 and Warnings before construction commences. building component.Applicabilityof design parameters and proper "jv'/, r'8"..' 1 �i • 2.2v4 compression web bracing must be installed where shown+ incorporationot component nt is the or the building designer. CJ L �` • 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords tbe laterally braced at "'� '4 R Y j`�, 'C� is the responsibility of the erector.Additional per ma nenl bracing of 2 o c and al 10'o c respectively unless braced throughout cher length byAr V '', DATE: 12/16/2015 the overall structure Is the nae bni one building deal continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). P A' f L penal b o g gner. 3.2s Impact bridging or lateral bracing required where shown.. �Y V L I SEQ. : K1601327 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design bads be app lied to any component. and are for"dry condition'of use. p c �+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design eceB sa assumes fug bearing at all supports shown.Shim or wedge if EXPIRES:RES. 1 2/31/201 6 fabrication,handling.shipment and Installation of components. ry G • a pmen pe by Design assumes adequate drainage u provided. December 16,2015 6.This design is furnished subject to the Wnitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPVWrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 15'— 0.0" ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. ' TC: 2x4 KDDF MILBTR LOAD DURATION INCREASE= 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.G. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor"1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the trues 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 1JPSF LIVE LOAD. TOP min typical 36"oc (con). AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 1 Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. ,Refer to CompuTrus gable end detail for 7-06 -06 complete specifications. f _...----- I--- ) M-4t 10+ / / M-3x6+ -3x6+ • o . _L 1 4 5 ED PROF o-io ,1 15-00 0-10 ��Co' GINEFu`.i02 e A9782PE pf JOB NAME : J-1866 STONE BRIDGE - B1 : . INScale: 0.4418 � t/' WARNOs: GENERAL NOTES, unless otherwise noted: j)- OREGON�O 1-Builder and erection contractor should be advisee of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ��7 -V& / \, , Truss: B1 end Warnings before conslructbn commences. budding component.Applicability of design parameters and proper 7 2.204 compression web bracing must be installed where shown•. incorporation of component u the responsibility of the budding designer. ir 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap and bosom chords to be faterasy brace at 2'o.c.and at 10'o,c,respectively unless braced throughout their length by PAUL R\ ,the responsibility of the erection.Addaenal permanent bracing of DATE: 12/16/2015 the overall structure is the res continuous Impactsheathing sten l b acingplywore uir a where s armor drywall/81). responsibility of the budding designer. 3.20 bridging or lateral bracing required wrote shown.. SE K 160132 8 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. 4 : fasteners are complete and at no time should any bads greaten than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component. 0 uerelor tlryc IdEearinfutallsu supports fse. EXPIRES: 12/31/2016 5.CompuTmshasnocontroloverandassumesnorespansbilirybrtheneceg asstme. bearing at open wedge December 16.2015 fabriulwn.handing.shipment and installation of components. ry. S.Passumes aced on drainage is rd. and This design 5lurnohetl subject to the imitations set forth by S.Plates anion be located on both faces of truss.and pkcetl so their center TPVWTCA in SCSI.copies of which ma be toothed upon request. lines coincide with pint center lines. 9.Digits indicate sire of plate in inches. ; MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1LFE 10.For basic connector plate design values see ESR-1711,ESR-1968(Maori) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 52 2- 8"(-89) 186 2- 3=1-144) 148 BC: 204 RODE 816BTR SPACED 24.0" O.C. 2- 3=(-335) 246 8- 9=1-41) 197 3- 8=1-347) 256 WEBS: 214 KDDF STAND 3- 4=(-120) 159 9- 6-1-96) 487 8- 4=(-495) 93 LOADING 4- 5=(-556) 239 4- 9=1-137) 438 TC LATERAL SUPPORT 0= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=1-180) 128 9- 5=1-279) 237 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 52 5- 6-1-625) 88 TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 10.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.509 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -74/ 357V -170/ 170H 77.50" 0.57 KDDF I 625) vertical members fount. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 0.0" -105/ 90BV 0/ OH 0.00" 0.00 ROOF ( 625) 21'- 0.0" -114/ 689V 0/ OH 5.50" 1.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.001" @ 0'--10.0" Allowed - 0.083" MAX TL CREEP DEFL= -0.001" @ 0'--10.0" Allowed - 0.111" MAX LL DEFL = 0.000" @ 7'- 0.0" Allowed - 0.027" 10-06 10-06 MAX TL CREEP DEFL - 0.000" @ 7'- 0.0" Allowed = 0.036" MAX LL DEFL - -0.012" @ 15'- 10.0" Allowed = 0.677" I 1 I MAX TL CREEP DEFL = -0.024" 9 14'- 0.0" Allowed = 0.903" 5-03 5-03 5-03 5-03 MAX LL DEFL = -0.001" @ 21'- 10.0" Allowed = 0.083" i ---- 1 i -- - I I MAX TL CREEP DEFL = -0.001" @ 21'- 10.0" Allowed = 0.111" 12 12 M-4x6 MAX HORIZ. LL DEFL = 0.005" @ 20'- 6.5" 8.00 I. 1 8.00 MAX HORIZ. TL DEFL - 0.007" @ 20'- 6.5" 9.0" 1.1-3x5 -r;7 M-3x5 L Design conforms to main windforce-resisting system and components and cladding criteria, M-1.5x4/y \• , -1.5x9 Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, \ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �\ load duration factor=1.6, M-3x5 / •, M-3x5 Truss designed for wind loads in the plane of the truss only. M-3x43 ". 75M-3x9 -f- M-3x5+ /� M-3x5+ M-2.5x4 or equal at non-structural diagonal inlets. 1 i . ]r Truss :I :: htt: ;:° / M-1.5of thetchord.M-3x5+ _ 3x5+ Outloocare and are permissible at inlet board areas only. M-5x6 M 3x6 •Z � � o 1 I V. ail 1 �- _ -- ,Ag �� 7 0 0.25" M-3x4 M-5x6(S) • 7-00 7-00 7-00 y .i��'`ED PR QE�`S'cS' - - ,1 �5 �GINEF , 2-10 21-00 --- C-10 w� R 1 '7 `z' 89782PE c JOB NAME : J-1866 STONE BRIDGE - Cl ..:. ____,.....---. `....0.- Scale: 0.2514g WARNINGS: GENERAL NOTES. unless otherwise noted. C/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is loran individual -9 OREGON '�. Truss: Cl and Warnings before construction commences. braking component Applrcabi:M of design parameters and proper •1/t' , 0,3 2.2x4 compression web bracing must be installed whore shown. incorporation of component is the recponubilM of me budding designer. C-4R V �"' I.Additional temporary bracing to insure stability during construction 2.Deng^assumes the top and bottom chords to be laterally brand at �� Y 15' J� is the'collo nsidility of the erector.Additional permanent bracing of 2'p.c.and at 10'o.c.respectively unkss braced throughout(herr length by DATE: 12/16/2015 the overall structure is the responsibility f me boimm deal xImpact sheathing such as plywood aired h ere s and'a drywa111BC), r�/( �' pp nsi ry o g designer. a.continuousx Impact bridging or lateral bracing required where shown.. �••5 UL SEQ.: K1601329 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are tor dry condition"or use. (} 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassumesfull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 po nsi y rt' fabrication. shipment and installation of components. ].Design assumes adequate drainage is provided. 6.This design u furnished subject to the Imitation set forth by B.Plates shall be located on both faces or truss.and placed so:heir center December 16,201 5 TPMMCA In SCSI,copies of which Ad be furnished upon request. lines coincide with Joint censer lines. 9.Digits indreale see of plate in inches. Mack USA,Inc.iCompuTrus Software 7.6.7SP2I1 L)-Z I0.For basic connector plate design values sae ESA-1311.EAR-I9581N1rTek1 This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 52 2-10=(-125) 869 2- 3=(-1291) 302 BC: 204 EDGE #13BTR SPACED 24.0" O.C. 2- 3=( -39) 183 10-11=( -72) 598 4-10=( -222) 223 WEBS: 2x4 KDDF STAND 3- 4=(-1070) 272 11- 8=(-145) 807 10- 5=( -123) 425 LOADING 4- 5=1 -969) 325 5-11=( -123) 425 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -969) 325 11- 6=1 -222) 223 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1070) 273 7- 8=(-1291) 302 TOTAL LOAD = 42.0 PSF 7- B=( -39) 183 LETINS: 2-00-00 2-00-00 8- 9=( 0) 52 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIVE LOAD AT LOCATIONS) 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" -146/ 977V -170/ 170H 5.50" 1.56 KDDF ( 625) 21'- 0.0" -146/ 977V 0/ OH 5.50" 1.56 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 = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.063" @ 7'- 0.0" Allowed = 1.004" 10-06 10-06 MAX TL CREEP DEFL = -0.127" @ 7'- 0.0" Allowed = 1.339" 7 --t MAX LL DEFL = -0.001" @ 21'- 10.0" Allowed = 0.083" 1-08-13 3-06-03 5-03 5-03 3-06-03 1-08-13 MAX TL CREEP DEFL = -0.001" @ 21'- 10.0" Allowed = 0.111" 1 ._.....,T I I 1 -r 1 MAX HORIZ. LL DEFL = 0.012" @ 20'- 6.5" 12 12 MAX HORIZ. TL DEFL = 0.019" @ 20'- 6.5" M-4x6 8.00 [7i' '2 8.00 4.0" 5 Design conforms to main windforce-resisting if system and components and cladding criteria. \\\\\ wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / \ loud duration ffori1.6, i Truss designed w ed for wind loads in the plane of the truss only. M-1.5x3 ',<-..„, M-1.5x3 4. M-3x4 i \ M-3x9 o 1 11 a o 1D ' 1 -- o M-3s6 M-3x4 0.25' M-3x6 M-5x6(5) 7-00 7-00 7-00 c\6 ' PRQfiEs -a GINS / 0-10 21-00 0-10 w�` �� 6 °I, Gt' 89782PE ' JOB NAME : J-1866 STONE BRIDGE - C2 ¢/ . • Scale: 0.2519 T+ WARNINGS: GENERALNOTES, less oth t d. CI" �40 1.Builder M tion contractor should beadvsed of all General Notes 1 Th design' based only upontheparameters shown and is for individual "'9' OREGON h Truss: C2 and Warnings before construction commences building component.Applkatildy f de9 parameters and proper �(//, AV 2.2 4 compression web bracing must binstalled where she... incorporation nof component is the of the eR bre designer. .c1 �/A r...`' .a f,t/ G`/'s 3.Additional temporary bracing to insurestability during construction 2.Design es the top and butt chords 1 be laterally braced al 7,(`� �7/�'Y `J is the respansidlAy of the erector.Additional permanent bracing of 2 and 11 g'oz.respectively unless braced throughout their length by •'�'� i DATE: 12/16/2015 the overall structure is the res ,11mpaussheathing suchaeptywooduired neves and/ordrywall(BC). P� L. '�\ responsibility Ad ty ofal bulking designer. 3.continuous o Impact bridging or lateral bracing required where shown.. SEQ.: K1601330 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any Wads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condaion"of use. �'. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrushasnocontroloverandassumesnoresponsibilityforMeary. EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so(heir center December 16,2015 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MI Tek USA,Ino./CompuTrus Software 7.6,7-SP211L)-E Ig.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 96-04-08 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-13158) 2958 1- 6=(-2301) 10398 6- 2=1-1053) 4863 BC: 2x8 KDDF S5 2- 3=( -9033) 2103 6- 7=(-2283) 10317 2- 7=1-3660) 909 WEBS: 2x4 KDDF STAND; LOADING 3- 9-) -9033) 2103 7- 8=(-2283) 10317 7- 3=(-2235) 9636 2x6 ROOF #2 A LL = 25 PIF Ground Snow (Pg) 4- 5=(-13158) 2958 8- 5-(-2301) 10398 7- 9=1-3660) 909 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 21'- 0.0" V 4- 8=1-1050) 4863 TC LATERAL SUPPORT <= 12"OC- UON. BC UNIF LL( 559.7)+DL( 397.2)- 951.9 PLF 0'- 0.0" TO 21'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 0'- 0.0" -2408/ 10667V -159/ 159H 5.50" 17.07 KDDF ( 625) • '.I ( 3 ) complete trusses required. 21'- 0.0" -2408/ 10667V 0/ 014 5.50" 17.07 KDDF ( 625) Attach 3 ply with SOS 1/9 x 9 1/2" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP long wood screws staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 29" oc in 1 row(s) throughout 209 top chords, _ k 7" oc in 2 row(s) throughout 2x8 bottom chords, 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. -I 24" oc in 1 row(s) throughout 209 webs, - 24" oc in 2 row(s) throughout 206 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.089" @ 10'- 6.0" Allowed = 1.004" MAX TL CREEP DEFL = -0.169" @ 10'- 6.0" Allowed = 1.339" MAX HORIZ. LL DEFL = 0.029" @ 20'- 6.5" MAX BORIS. TL DEFL = 0.090" @ 20'- 6.5" 10-06 10-06 ---------- ------------- -- - ------- ( Design conforms to main windforce-resisting 5-07-08 4-10-08 4-10-08 5-07-08 system and components and cladding criteria. i 1 A 1 1 Wind: 190 mph, h=22.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.00 M-4x6 'N 8.00 load duration factor-1.6, 3 4 O Truss designed for wind loads in the plane of the truss only. M-3x6 ,- M-3x6 :'• A \H M-8x10 �� M-8x10 I.. ` MINOS I o '-- - -------.. I I io L NW Jo . __- -- ��. 1' M-3x10 70.25" M-3x10 5 I i Em-10x10(5) I 6 4 6 ,yy.. RT-1 pt� r 5-05-12 5-00-04 5-00-04 5-05-12 4'''''(' � �`.�u f 1 �`ss 21-00 'C7 /lid - CC" 9782 P E <" JOB NAME : J-1866 STONE BRIDGE - C3 Scale: 0.2681 ' ".^^^ ,•�.-^'^-^�-- -' WARNINGS: GENERAL NOTES, unless th 1 d: C/ OREGON /'�,+� 40 • 1.Builder anderectioncontractorshould be advised of all General Notes 1 This design based my upontheparameters she d'far an Indvklual `�,s OREGON h� ty, Truss: C3 d Wg before construction commences building p t.Applicabilityf dig \ 4fJJ� (l- 'l z.Iva p web bracing must be installed wn eshown+. incorporation rcomponent's theewonib)M of the E IdlA�aec goer. .fJ l„/�}�y i C i.. Q^s 3.Additional temporary bracing to insurestability during construction 2.Design assumes the tap and bosom chords lob laterally braced at 77 '''"'(( 1 J s iris(h responsibility of the erector.Additionalpermanent bracing o/ 2and al to oc respectively plywood unless braced throughout their length by DATE: 12/16/2015 theneral structure is the red Dl of buildingdescontinuousImpact sheathingginltehasgrequired uo dwhereC hewn 4r tlrywal1lSC). • PA U �! pons 'ry o igner. 3.25 Impact brNp ng or lateral bracing required where shown+* L SEQ.: K1601331 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility orthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I TRANS ID' LINK design loads be applied to any component, and are for condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design uamea/ulbearingatallsupportsanawn.Shimarwetlpeg EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry she Amen 7.Design assumes adequate drainage is provided. December 16,2015 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces or truss,and placed so their center • TPIMRCA In SCSI.copes of which Oil be furnished upon request. lines coincide with joint center lines. • MiTek USA,Inc./Com uTrus Software 7.6.7SP2 1L-E 0 Digits connectorindicate size of plate ininches.values( ) 1.For basic feizf plate plate design values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 47.— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 ROOF HISBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF III&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-30, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, TOTAL LOAD = 92.0 PSF Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the.plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-305 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 23-06 23-06 12-01-06 11-04-10 11-04-10 12-01-06 — — 12 IIM-4x4 12 ' 4.00 1:--,--" '07 4.00 / / �� M-3x5(5) �;--rte ---r--Lfi M-3x5(5)+ i ----r \ b M-3x5(S) T M-3x5(5)+ ttet m / M-3x6+ � M-3x6+ o [ i T1 �� .a, I • �� --- 4 M-3x5(S)+ _.M-3x5(5) �� ps�� 4-� .. 15-08-19 15-05-02 15-10 .7 1-00 -- 47-00 INIF . - JOB NAME : J-1866 STONE BRIDGE — Dl '''''''.....1.."''':„4....57:74,..,6454;:1?- "`'' = 1111111 Scale: 0.1735 �/^)y ''''G.I.'':(‘:).,:, /�.�/�);q,L1 {(j - WARNINGS:• GENERAL NOTES, unless otherwisenoted: ..+7,./�x� E"`"' 5i tT • 1.Builder anderection contractor should be advised of all General Notes I.This design s based only upontheparameters shown and is for an lndbidual ,may v V (/ ` Truss: Dl and Wag b bre construction commences building component.Applicability Itl 9 parameters and proper T//+.,��r ( Y , J i 2.2x4 p web bracing must be whereshown+ - p aeon o/component's theresponsibility of the building designer. f 3.Additional temporary brai ng to insurestability during construction 2.Design assumes the top and bottom chords to be laterally braced at (1A L14'�\ 2 o c and at t 0'o c respectively unless braced throughout their length by !-Y T 1 is the responsibility o/the erector Additional panent bracing of continuous sheathing such as plywood rywaII(BC) bracing .DATE: 12/16/2015 the overall structure's the responsibilityof the building desfiner. 3.20 bridging lateral required whereshown++ SEQ.: K 16013 32 4.No bad should be applied to any component until after 51 bracing and 4.Installation at truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design bads be applied to any component. and leegn for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee signnaassumes full gearing at all supports shown.Shim or wedge if December 16,2015 fabrication,handling,shipment and installation of components. ry. 7.Designlsassumesadequateobofaces of ruvsetl. 6.This design is furnished subject to the Imitations set firth by a.Plates shad be located on both laces of truss,and placed so their center TPVWICA in BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,Inc./CompuTrus Software*7.6.6SP2I1L)-Z 10.For basic connector plate design values see ESR-1311,P55-1988(MiTek) • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 47'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-12=(-1505) 4001 2- 3=(-3978) 1437 16- 9=1 0) 172 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2- 3=( -555) 297 12-13=(-1396) 3872 3-12=( 0) 176 9-10=1-4141) 1568 WEBS: 204 KDDF STAND 3- 4=(-4279) 1684 13-14=(-1176) 3380 12- 4=( -14) 269 LOADING 4- 5=(-3780) 1574 14-15=(-1216) 3377 4-13=( -500) 274 TC LATERAL SUPPORT 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2950) 1337 15-16=(-1419) 3867 13- 5=1 -117) 554 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=(-2949) 1327 16-10=(-1524) 4006 5-14-) -937) 493 TOTAL LOAD= 42.0 PSF 7- 8=(-3768) 1567 14- 6=( -574) 1511 OVERHANGS: 12.0" 20.0" 8- 9=(-4279) 1667 14- 7=( -936) 492 LL = 25 PSF Ground Snow (Pg) 9-10=( -568) 322 7-15=( -108) 550 10-11=( 0) 60 15- 8=( -506) 262 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-16=( -10) 277 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -302/ 2085V -123/ 119H 5.50" 3.34 KDDF ( 625) 47'- 0.0" -331/ 2167V 0/ OH 5.50" 3.47 KDDF ( 625) Icon. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.003" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.398" @ 23'- 6.0" Allowed = 2.304" MAX TL CREEP DEFL = -0.759" @ 23'- 6.0" Allowed = 3.072" MAX LL DEFL = 0.022" @ 48'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 48'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.133" 8 46'- 6.5" MAX HORIZ. TL DEFL - 0.219" @ 46'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 23-06 23-06 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-10-08 5-11-02 5-09-05 5-11-01 5-10-11 5-08-15 5-08-15 6-01-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRs(Dir), load duration factor=l.6, -. ...._.. T _--___-___-_----' -_ � 1 -1 T 1 Truss designed for wind loads 12 12 in the plane of the truss only. 4.00 ( M-4x6 4.00 4.0" 6 ,- 0! M-5x6(5) M-5x6(S) M-3x4 - M-3x4 0.25" /.,/. ,- �' ��. 0.25" 44 M-4x6 + + - V, M-4x6 M-1.5x3 -�;N M-1.5x3 11 2 M-5x8 M-3x4 b. 25" M-3x8 0. 25' M-3x4 M- 5x8!10 ����p PR°ph., M-5x8(S) M-5x6(S) �5 NGINEF 'O 7-11-12 7-08-12 7-09-08 7-08 7-08-12 8-01-04 qty' ' �r9 1-0 47-00 1-08 :9782PE c JOB NAME : J-1866 STONE BRIDGE - D2 e• -.lo"` Scale: 0.1287 ,Ir..- / 'w • 1. uiNG6 GhRALNDTEb ugy uponete' "9 OREGON hs a� • 1.Builder and clan contractor should be advised of all General Notes I.Thisa qn is booed orgy repo theparameters rs shewn and is for an rkrvkual 0 ,( Truss: D2 and Warnings before construction commences building component Applicability 1 designparameters and proper Z/ n 2.ba compression web bracing must b taws where shown.. v Iron I component c theresponsibility or me building detlgner. V Q'. 3.Adds I1 peaty bracing to insure stability d mA construction z Design assumes e.top m bottom chords t be laterally braced at 9/4 qRY 1 !�, is the re Spens blily of the erector.Adda Ipermanent bracing of z sato such as ty k braced tnrquandlertheir length by \� DATE: 12/16/2015 the overall structure is the responsibility or the building designer. 3.2a!opal bcontinuous r idging Ig orng lateral bracingest, dhwhere shecn,*rywaN(BC). ___111 /1��` C1 jest truss or ra ou to r-''''AUL `` SEQ.: K1601333 4.faoeneshould mpleteapplied ndatany otimesouldent unylledgafter all baemgand 5.DesAnassunrusaisthe esaretobeu nanon-he eakseernviron fasteners are complete and m no time shook any rods greater man s.Design a es trusses are to be used In a nonoorroarve environment, TRANS ID: LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull Dealing at all supports shown.Shim or wedge 11 EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Inatatgne set forth by 8.Plates shall be located on both laces of Puss.and placed so their center December 16,2015 i TPIiWTCA in 6051.copies of which win be furnished upon request. lines coincide web pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1986(Welt) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 46'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF @l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -378) 368 1-11-1-1479) 3732 1- 2=1-3781) 1403 7-15=1 -10) 279 BC: 2x4 KDDF #105TR SPACED 24.0" O.C. 2- 3=1-4066) 1661 11-12=(-1379) 3749 2-11=1 0) 236 15- 8=1 -2) 170 WEBS: 2x4 KDDF STAND 3- 9=1-3689) 1562 12-13=(-1167) 3306 11- 3=1 -5) 195 8- 9=1-4110) 1559 LOADING 4- 5=1-2903) 1331 13-14=1-1211) 3333 3-12=1 -439) 266 TC LATERAL SUPPORT <= 12"OC. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=1-2903) 1309 14-15=1-1413) 3826 12- 4=1 -110) 513 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-(-3723) 1561 15- 9=1-1519) 3970 4-13-1 -896) 476 TOTAL LOAD- 42.0 NSF 7- B=1-4238) 1661 13- 5=1 -570) 1482 OVERHANGS: 0.0" 20.0" 8- 9=( -565) 322 13- 6=1 -938) 492 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 60 6-14=1 -109) 551 14- 7=) -508) 263 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -259/ 1958V -122/ 112H 5.50" 3.13 KDDF ( 625) 96'- 7.5" -330/ 2154V 0/ OH 5.50" 3.95 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 - 0.381" @ 23'- 1.5" Allowed = 2.285" MAX TL CREEP DEFL = -0.722" @ 23'- 1.5" Allowed = 3.097" MAX LL DEFL = 0.022" @ 48'- 3.5" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 48'- 3.5" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.130" @ 46'- 2.0" MAX HORIZ. TL DEFL = 0.212" @ 46'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 23-01-08 23-06 load duration factor=1.6, -.-_. __._ __ ___._. -_ _- Truss designed for wind loads ) 5-06 5-11-02 5-09-05 5-11-01 5-10-11 5-08-15 5-08-15 6-01-07 in the plane of the truss only. - _ f __ 12 12 4.00 M-4x6 -�4.00 4.0" 5 r, -P! M-5x6(S) M-3x4 - M-3x4 M-5x6(S) 4 3.0.. �6 0.25" /�---,---...,../7„:„...6 , 0.25" s + M-4x6 j' + +„, ,1,. M-4x6 .. _ 3 �� � M-1.5xM-1.5x3 as to M-7x8 M-3x4 bz.25" M-313 x8 0.25;� M-315 x4 M-5x8 0 PR M-5x6(5) M-5x6(S) \=-4�5‘G'N SfO 7-07-04 7-08-12 7-09-08 7-08 7-08-12 8-01-04 2' 46-07-08 - 1-08/ Q 19782PE 9c JOB NAME : J-1866 STONE BRIDGE - D3 Scale: 0.1339 .,. WARNINGS: GENERAL NOTES, unless otherwisenoted. (..,/(-'' -OREGON Truss: D3 I.BuleranderectincontractorshouldbeadvisedofallGeneralNotes Tt d signisb tl nyuponth p rsshownandisforanindividual `9 and Warnigs before construction commences building component Applicability of resign parameters and proper -l"/, n�. �'' 2.2a4 compression web bracing must be installed where shown-i-. incorporation of component u the respontlbilny of the building designer. ^ V V 7.Additional temporary bracing to insure stability during construction 2.Design auumes the top and bottom chords to be laterally braced al 9�� R Y v �� a the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'oz.respecpvetY unkas braced throughout their broth by / \ continuous sheathing such as plywood sheathing(TC)and/or drywatl(BO). p n U L � DATE: 12/16/2015 the overall structure is the responslbl4ry of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. r9 SEQ.: K1601334 4.No bad should be applied to any component until after al bracing and 4.!natation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design loads be applied to anycomponent. and are for dry conditionat use. 5.CompuTtus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge it EXPIRES: 12/31/2016 ssary. fabrication,handling.shipment and inhalation of components. 7.Design assumes addrainage epriaa. December 16,2015 6.This design fornished sub)ed b IM limitations set forth by 8.Plates shall be located on both taus of truss.and placed so their center TPliWTCA in SCSI,copies of Much coil be furnished upon request. lines coincide with Joint center lines. 0. ts MiTek USA,Inc./CompuTrus Software 7.6.7P2(1L)-E 10.For� indicate basic co nnectorr des inches. plateinc es. Ssee ESR-1 311.E50-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 46'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE " 1.15 1- 2=( -426) 902 1-10=(-1501) 3786 1- 2-(-3778) 1912 13- 7e) -995) 267 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-4097) 1671 10-11=(-1387) 3796 2-10-( 0) 213 7-19=1 -13) 213 WEBS: 2x4 KDDF STAND: 3- 4=(-3675) 1555 11-12=(-1198) 3286 10- 3=) -21) 222 14- B-) 0) 223 2x6 KDDF #2 A LOADING 9- 5=(-2872) 1318 12-13-(-1192) 3275 3-11=) -461) 279 8- 9-(-3861) 1446 LL( 25.0)ODL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2872) 1319 13-14=(-1374) 3713 11- 4-( -117) 529 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3698) 1546 14- 9=)-1477) 3730 4-12=( -911) 981 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-4051) 1659 12- 5-) -562) 1962 8- 9=( -293) 343 12- 6=( -895) 979 LL= 25 PSF Ground Snow (Pg) 6-13-) -110) 511 `. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -259/ 1948V -119/ 119H 5.50" 3.12 KDDF ( 625) • 46'- 4.5" -259/ 1948V 0/ OH 5.50" 3.12 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.358" @ 23'- 3.0" Allowed = 2.273" MAX TL CREEP DEFL - -0.676" @ 23'- 3.0" Allowed = 3.031" MAX HORIZ. LL DEFL = -0.127" @ 45'- 11.0" MAX HORIZ. TL DEFL = 0.207" @ 45'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 23-03 23-01-08 5-09-05 5-09-05 5-09-05 5-11-01 5-10-11 5-08-15 5-08-11 5-09-03 T ---1-- 1' 1 1 i' 1 1 12 12 4.00 C,T. M-4x6 a 4.00 4.0" 5 ,v =e! M-5x6(S) M-3x4 3.0:7:-7' M-3x4 IAM-5x6(5) 0.25" .' 0.25" 3y_ 7 \ M-4x6 A!+\ M-4x6 M 1.5x3 } \\, jx3 s r ' -- co ,� i R o I__ 74' ._ _- __- - coo irn 0 1+• 30 13 12 13 14 +fl o M-7x8 M-3x4 0.25" M-3x8 0.25" M-3x9 M-7x6 oh �+ M-5x6(S) M-5x6(5) rkj) RQFC nn GIN -c)VCVF/O 7-08-12 7-08-12 7-09-08 7-08 7-08-12 7-08-12 246-04-08 9782PE -9r, JOB NAME : J-1866 STONE BRIDGE - D4 • Scale: 0.1417 --- , WARNINGS GENERAL NOTES, 1 th noted / y�OREGON N. Truss: 'Cr" I.Builder anderection contractor Mould be advised /all General Notes t Th' design is based my upon theparameters shownand foran individual Truss: D4 I and VVa 'rg before construction ca building ip t Appl bily Ida g p arid proper 15, 2.b9 p webbracirgmustbinstalledwh re shown.. incorporation t component is the olthebdltlingtleigner ..57/9, (rgR.Y ,� 92 G�� . 3.Additional temporary bracing to Insure stability during construction 2.Design um the top and bolt chords t be laterally braced at / V is me responsibility of the erector.Additional permanent bracing of C .c.and al tg respectively unlace braced throughout tier length by /� V DATE: 12/16/2015 the overae structure is the responsibility DI beam des s Impact cndaog or spehasacing reared hese own•drywan(ec), -1 pA' t� �� N a rener. 3.xa Impaa mieging or meol bracing required tuners mown.. A V SEQ.: 8<1601335 4.No bad should be applied to any component unl4 after an bracing and 4.Installation pf truss is On responsibility o/the,espeume contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes MM.are to be used In a non<orrosNe environment. TRANS I D•• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes lull bearing at all supports mown.shim or wedge it EXPIRES: 12/31/2016 fabrication.handl sssry. rre,cnipment and •rnatbn of components. 7.Design assumes adequate drainage is press,tl. December 16,2015 6.This design"furnished subject to the Imitations set forth by S.Plates shall be looted on both laces of buss.and placed so their center TPVWTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.• Digits indicate size plate inches. • MiTek USA,Inc./Cam uTrus Software 7.6.7SP2(11 .E 1S.For basic connetor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by vIP LUMBER SPECIFICATIONS TRUSS SPAN 96'— 4.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "ccin spat g. TC: 2x9 CORP g1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 209 ROOF #1613TR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h-23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), For hanger specs. — See approved plans TOTAL LOAD= 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads considered for this design. 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 10PSF LIVE LOAD. TOP min typical 36"oc (ton). AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Gable end truss on continuous bearing wall Sold. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. • 23-03 23-01-08 11-10-06 11-04-10 11-04-10 11-08-14 l 12 I iM—ix4 12 9.00 — — 0 `,'9.00 M-3x5(5)+ M-3x5(5)+ M-3x5(5) --_ ( \ M-3x5(S) 0 / ...°0 44, ti / ( i � � M-3x6+ 11 • x + M-3x5(S)+ M-3x5(S) R P p� � p 61,9 l <3- G L N E—it, /0 -1 .2 15-06-02 15-04-14 15-05-08 ity -37 46-04-08 814 :— * JOB NAME : J-1866 STONE BRIDGE - D5 c`'� • Scale: 0.1862 ...' OREGON [� F�' j) • WARNINGS: GENERAL NOTES, unless otherwise noted: 7/},-L`J/"1GG Or�iyV ry� i6- 1.Holder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual V�RY ��V(�I,(— Truss: D5 and Warnings before construction co building component Applicability of design parameters and proper 2.2.4 compressionweb bracing must bewn shown. incorporation atco component reme responsibility ohne building designer. V • J.Additional temporary brat ng to insure1 nrry during construction2 Design assumes the top and bottom chords to be!Merely braced at c the responsibility of the erector.Addf oval permanent bracing of c n c and at 10 o c respect'vey unless braced throughout their length by Aid Iv,J \ DATE: 12/16/2015 the overall structure is the ret b14 of building de continuous sheathing such as plywood re sheathing(TC)here s ownand/•drywall(eC). po psi y o g sepsis 3.2v Impact bridging or late cal bracing required where shown.. SEQ.: K1601336 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. V V fasteners are complete and al no time should any loads greater than 5.Design assumes truseee are to be used in a nen<arrasNe environment. EXPIRES: 12/31/2016 TRANS ID' LINK assign loads be component.ed to any component. and are for condicioe•of use. 5.CompuTrus has no control over and assumes no responsibility for the B Decesn ass es NN bearing al all supports shown.Shim or wedge if December 16,2015 fabrication,handing.shipment and installation of components. 7.Design assumest adequate drainage is provided. 6.This design is furnished subject to the limilatcns set Posh by B.Plates shall belocated on both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with join)center lines. 9.Digits indicate see of plate in inches. MiTek USA,tnc./CompuTrus Software c7.6.BSP2(1 L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1968(MiTek) ............................ .v— This design prepared from computer input by JR LUMBER SPECIFICATIONS TRUSS SPAN 17'- 6.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. _ J IC: 2x4 KDDF 811813TR LOAD DURATION INCREASE = 1.15 BC: 2x4 ROOF 416BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'Gable end truss on continuous bearing wall UON. M-1x2 or equal typical et stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-09 8-09 T M-0x8+ % - ON j / I — , �M-3x6+ I _ M-3x6+:----_____/ 11[111.- --------:-1 s o 4 5 c ':ED PRop • • `z' , 8'782 P E tet' •• JOB NAME : J-1866 STONE BRIDGE - El IV - Scale: 0.4592 OREGON "�' Q WARNINGS: GENERAL NOTES unless oth ted' 4/e �Q t.Balder and erectioncontractor should be advisee of all General Notes t Thisdesign based only upon theparameters shown and is for an'ndri Eual ,,,-J {V'� .\ ' 11+ Truss: El and Warnings before construction co balding component.Applicability 1 design P rameters and proper 7 fly +.1 `(- 2.2,4 p web bracing mustsberolled whereshown.. 2 Design incorporation roes thecomponent and bottoms horde to be laterally 6rthe �'aceen finer. � t vilu�� 3.Addt I temporary b fi t - stability during construction 2 d at to o<respectively unless braced throughout their length by �'A U s� Is the responsibility ofth t Additional peanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/16/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging of lateral bracing required where shown.. SEQ.: K1601337 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. EXPIRES: 12/31/2016 design loses be applied to any component. and are for"dry conda'an"of use. TRANS ID: LINK 6.Design assumes rue bearing at all supports shown.Shim or wedge it S.CompuTrus has no control over and assumes no responsibility for the necessary. December 16,2015 fabrication.handling,shipment and installation of components. 7.Desi adequate drainageIded. 6.This des' furnished subject to the limitations set forth byB^assumes a duo is truss.and placed so their center TPINJICA In SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by GE LUMBER SPECIFICATIONS TRUSS SPAN 17'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 36 2-10=(-258) 1070 2- 3=1-1365) 406 BC: 204 KDDF #16RTR SPACED 24.0" O.C. 2- 3=1 -92) 185 10- 8=(-280) 1070 4-10=( -160) 188 WEBS: 2x4 KDDF STAND 3- 4=1-1187) 337 10- 5=1 0) 354 LOADING 4- 5=1-1015) 215 10- 6=1 -160) 188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1015) 215 7- 8=1-1365) 406 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1187) 337 TOTAL LOAD = 42.0 PSF 7- 8=( -92) 185 LETINS: 2-00-00 2-00-00 8- 9=( 0) 36 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -125/ 849V -37/ 37H 5.50" 1.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 6.0" -125/ 849V 0/ OH 5.50" 1.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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 = -0.065" @ 8'- 9.0" Allowed = 0.829" MAX TL CREEP DEFL = -0.126" 6 8'- 9.0" Allowed = 1.106" MAX LL DEFL = 0.002" @ 18'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.014" @ 17'- 0.5" MAX HORIZ. TL DEFL = 0.023" @ 17'- 0.5" 8-09 8-09 - - 0 1 1-11-01 2-05-07 4-04-08 4-04-08 2-05-07 1-11-01 Design conforms to main windforce-resisting 1- _ 1 _ - 1 -- 1 .I system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.00 Cr," M-4x6 4.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 0" load duration factor=l.6, 6 Truss designed for wind loads in the plane of the truss only. T� V M-1.5x3 M-1.5x3 4 3.0" \ 1 M-3x4 - '4 - M-3x4 \ GO I- 1 TN -/ _ t. j \_ \g CO 2r o - Ti 10 B M-3x6 M-3x1 M-3x6 8-09 8-09 ckED PRQp (`oft, ` " 89782PE r JOB NAME : J-1866 STONE BRIDGE - E2 --- - _ Scale: D.3217 �� F... i' //,�r,,, . WARNINGS: GENERAL NOTES, unless oth - t tl. U" �v3 1.Builder and erectoncontractor should beadvised ofall General Notes 1.This design based only upon the parameters hownand isfor anindivdual -V OREGON ry Truss: E2 and Warnings before construction commences building component.Applicability ftl 6 parameters and proper `, {'3V 2.24 p bb g Ib installed wh shown+. incorporation lcomponent' oresponsibility o/the buidnadesigner. .TAI "i y Af_. V�S 3.Add1 Itemporary bracing tGloballyduring construction if 2.Design m In top Mb bottom chords 1 be laterally braced al 7 "1 J `V_ Is the responsibility of the Addy Ipermanent bracing of 2 and I10 oc respectively I braced throughout the(length by • ti sheathing such as plywood ch th'nglTC)andlor drywall(811. p/i U j �^\ DATE: 12/16/2015 Theo overall structure is the responsibility of the bustling desgner. 32ff Impact bridging or lateral bracing required where shown aa nL SEQ.: K1601338 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CcmpuTrus has no control over and assumes no responsibility forme B.0 ssaass"toes rule bearing al an supports anown.shim or wedge if EXPIRES: 12/31/2016 necfabrication,handling,shipment and Installation of components. ry. 7 Design on drainage o truss, December 16,2015 6.This design am wrnisned subject m the Imitations set lona by a.Plates shall be located on both race:of bass.ana placed so tore center TPSNRCA in RCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 17-06-00 GIRDER SUPPORTING 46-04-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF p168TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-16262) 3644 1- 6=(-3382) 15166 6- 2=1 -670) 3106 BC: Oslo KDDF SS 2- 3=(-12810) 2898 6- 7=1-3356) 15090 2- 7=(-3262) 760 WEBS: 204 KDDF STAND; LOADING 3- 4=(-12810) 2898 7- 8=1-3356) 15090 7- 3=1-1710) 7600 2x4 ROOF N16BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=1-16262) 3644 8- 5=(-3382) 15166 7- 4=(-3262) 760 TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 17'- 6.0" V 4- 8=( -670) 3106 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 554.7)+DL( 397.2)= 951.9 PLF 0'- 0.0" TO 17'- 6.0" V BC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1995/ 8889V -32/ 32H 5.50" 14.22 KDDF ( 625) -i 1 2 ) complete trusses required. 17'- 6.0" -1995/ 88B9V 0/ OH 5.50" 14.22 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (\\,T.i 9" oc in 2 row(s) throughout 2x6 top chords, 7" oc in 3 row(s) throughout 2x10 bottom chords, !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. V.' 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.144" @ 8'- 9.0" Allowed = 0.829" MAX TL CREEP DEFL = -0.291" @ 8'- 9.0" Allowed = 1.106" MAX HORIZ. LL DEFL = 0.034" @ 17'- 0.5" MAX HORIZ. TL DEFL = 0.057" @ 17'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 8-09 8-09 Truss designed for wind loads in the plane of the truss only. 5-05-03 3-03-13 3-03-13 5-05-03 12 12 4.00 C" M-9x10 a 4.00 9.0" 3 .r- M-3x8 1 1 ------__) �...,_ M-3x8 • 1 % A 9.9 M-12x14 \� \--- M-12x14 \ T M-3x10 V \ M-3x10 1 cc, I ,/ c �o 1' 6 7 B r '�5 M18HS-3x18 M-7x12 M18HS-3x18 • I- y I 5-03-07 3-05-09 3-05-09 5-03-07 �� cD PROpeo 17-06 89782PE JOB NAME : J-1866 STONE BRIDGE - E3 Scale: 0.3316 WARNINGS GENERAL NOTES. unless otherwise noted: -✓� vR ESON v J ' 1.Builder and erection contractor should be advised of all General Notes 1 Thisdesign is based only upontheparameters shown and is bran ndivklual 17///& 7f aN Truss: E3 and Warnings before construction s building component.Applicability of design parameters and proper '1 224compression web bracing must be installed where shown a. Incorporation of component u;the responsibility of the binding decgner. ,,9/� ✓ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords t be laterally braced at �/^y, RY 1`^y ''.1</` ' 2 o.c.and at 10 o c respecttveN unless braced throughout their length by e- \V is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), PA U y 1 DATE: 12/16/2015 me overall structure is the responsidhly of the building designer, 3.2e Impact bridging or lateral bracing required where shown•. �"5 4- SEQ.: K 1 6013 3 9 4.No load should be applied to any component until after all bracing and 4.Instagatmn of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the B necessary. sign assumes lull bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling, ry s,edisub(e and limitations components. 1.Design shalumelocated oneothl face io truss,an December 16,2015 • 6.This design is furnished subject to the Ilmitationc wt forth by B.Plates shall be located on both faces of truss,and placed so their center TPIi WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7-SP211L)-E 10.For basic connector plate design values see ESR-1311,ESR-1969(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property ► 1 /a s not to scale)I + (DrawingDamage or Personal Injury offsets are indicated. I g 1 rY Dimensions are in ft-in-sixteenths. Ly.,._ Apply plates to both sides of truss 1 2 TOP CHORDS 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. 1 c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'/16rr 4 wide truss spacing,individual lateral braces themselves ., o WEBS c3a may require bracing,or alternative Tor I Q' p bracing should be considered. 0 5 U 3 3 O /U „'' 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building C7-8 csa cs-e designer,erection supervisor,For 4 x orientation,locate r BOTTOM CHORDS all other interested parties. p operty owner and /`'\,, plates na� from outside 0- 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. connectorplates. 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 I. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907, ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 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 .%',IP Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior .( 1')' (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. ` Min size shown is for crushing only. I' 17.Install and load vertically unless indicated otherwise. MII.rt 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. hilliTek' isnotsufficient.BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MH-7473 rev.01/29/2013