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Plans (380) IM-572ol b - 001 0`7 103 go 6„.i. ctVV� Al comectIons we +�truss lo designer orEOR RECEIVE . 30'-0' MAR 162016 CITYOF =; BUILDING DIVISION 1:12 4 al fiS W W GI �� ./ / / 3:12 PUEIX � \i\I\ -- ■6L .4... lip `r < - • d I ff 6:1?M 19.41/4'in - s:1�B2 (3)812 4 GARAGE LEFT 1OL7 314' 10'-111/2U I- 19'-6' I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 12/08/15 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS NGINE R FURTHER �a _ umber LENNAR 2306-A ASHLAND AMERICAN INFORMATION.BUILDING DES RESPONSIBLE FOR OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING 2306 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3 DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. A - Ell MI 11111 MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: LENNAR 2306-A ASHLAND AMERICAN 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: K1589349 thru K1589360 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. �� ( PRpp�`5`cco 01114- , 89782PE 17� `F OREGON `` "9.j '9 Y15 <C,c- UL , & - /2016 . December 10,2015 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. Nei MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: LENNAR 2306-A ASHLAND AMERICAN 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: K1589349 thru K1589360 My license renewal date for the state of Washington is December 20,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PAUL RI 4e-OV WASNir 4t1 rer 14 51976 •gGrsze ,64 toNALti December 10,2015 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 PACIFIC LUMBER: Larry M 1 LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&13TR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 7.0) 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, MWFRS(Dir), TOTAL LOAD = 92.0 POE load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 6.00 NI-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 3 -/ 0 0 mt rh .Fo eri o F /oird IW 4111 4 M-3x4 - 4 .e.. . . ._, . . VAUL JIy WAS QIP` , o tel ` 1, 43 51976 .�,'` l 1-06 l 4-00 y kc, V7smR .e. 17 89782PE -t' JOB NAME : 2306-A ASHLAND AMERICAN - Al Scale: 0.8204 14. Mgr WARNINGS: GENERAL NOTES, unless otherwise noted. -8..'���L% - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual - gt OREGON �� Truss: Al and Wamings before construction commences. building component.Applicability of design parameters and proper j 1 2x4 compresson web bracing mud be installed where shown 4. Incorporation of component is the responsibility of the building designer. 1 1•/4 ate` .i$ �>" 3.Additional temporary bracing to stability during constructor 2.Design assumes the top and bottom chortle to be laterally braced at 7 f"+�Y yid is the responsibility of the erector.Additional permanent bracing of 2 o inc.and ate o c respectively as sty unless braced throughout their length by -. ^` .. DATE: 12/10/2015 the overall structure s the res ons b l of buiId'n tles continuous sheathing such as plywood sheath ng(TC)and/or tlrywell(SC). 1%1 11� \.l' p lyo g designer. 3.2x Impact bridging or lateral bradng required where shown.. �'"7i Irl SEQ. : K15 8 93 4 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the r°sponsibitlty 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 are for"dry condition'of use. " 5.CompuTrus has no control over and assumes no responsibility for the S �esign ecess0a ssumes hill bearing at all supports shown,shim or wedge i/ EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry. .Plass hallbassumelctedoneothfceiaprussed.n December 10,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINJFCA in SCSI,copies of which will be furnished upon request. lines coincide web joint center lines. Iii.Digits Indicate size of plate In Inches. MiTek USA,Inc,/CompuTrus Software 7.6.7-5P2(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-rase(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 GF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PEE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -78/ 918V -13/ 82H 5.50" 0.67 DF ( 625) 3'- 9.2" 0/ 97V 0/ OH 5.50" 0.08 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 DF ( 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. 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" 6.00 MAX TL CREEP DEFL - -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.9" Allowed = 0.298" MAX TC PANEL TL DEFL - 0.019" @ 2'- 5.9" Allowed = 0.372" 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIE. TL DEFL = -0.000" @ 3'- 11.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o I Truss designed for wind loads o in the plane of the truss only. co t+l /- 0 I Mrd 111111 4 1� -/ M-3x4 D VAUL Jo 40 WASIa>, -4,,, et ,,,,, 1-06 4-00 0 51976 !PROVIDE FULL BEARING,Jts:2,4,3I ©A� < -0 9782PE r' JOB NAME : 2306-A ASHLAND AMERICAN - A2 • ? Scale: 0.7411 �' WARNINGS: GENERAL NOTES, unless otherwsent ted 'r ✓✓ �OI� - ®- I.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an ndrvdual -I'Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper /k, ,I,2.2z4 compression web bracing must be Installed where shown 4. incorporation of componentisthe responsibility the building designer. --Al ..1+j 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at /{�-"� -:"' is the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o c respectively unless braced throughout their length by '1 -- \ DATE: 12/10/2015 the overall structure s the responsibility f the buildingdesl continuoussheathinglaterlbh as alcwg resheathheresown sr tlrywall(BC). �/�1 ' �` pons [y o goer. 3.Dc Impact bridging or lateral bracing required where shown++ A 4/SEQ.: K15 8 9 3 5 0 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. 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 Wsign loads be applied to any component. and are for dry conditionortae. 6.CompuTms has no control over and assumes no responsibility for the 6.Design assumes lull Searing et all supports shown.Shim or wedge it EXPIRES: 1.2/31/2016 fabrication,handlin ry g,edismeecao theIm installation of components. 7.Plates assumes cted on drainage is truss. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAWCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. t MiTek USA,Ino./CompuTfus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see EBR-1371,ESR-1988(MiTek) . This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x4 IF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 DF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 DF ( 625) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.00 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.148" MAX BORIS. LL DEFL = -0.000" @ 1'- 11.2" MAX HOAR. TL DEFL = -0.000" @ 1'- 11.2" 3 -/ Design conforms to main windforce-resisting 1111dcsa system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads I 0 in the plane of the truss only.gAUL. ti RI 80 O O 2 111110,.. 11 4 M-3x9 to' Yp ..+ 519-7e z.‘4, S.IL/ ' 1-06 2-00 • w1 �$pl. (PROVIDE FULL BEARING;Jts:2,9,3 ®'" C' :9 82.f E r JOB NAME : 2306-A ASHLAND AMERICAN - A3 Scale: 0.9959 WARNINGS: GENERAL NOTES, unless otherwise noted. ®/ ,. pR Truss: A3 I.Balder and erection contractor should he advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual '7 ,OREGON 3_J and Warnings before construction commences. balding component.Applicability of design parameters and proper rAyf f,C\:1 'V O 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. tea ( � y � 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at /,[�y Is the responsibility of the erector.Additional permanent bracing of 2'04.and at 10 oc respectively unless braced throughout their length by 'F y DATE: 12/10/2015 the overall structures the responsibility of the building designer. 2cImpact bndging ltehabc plywood requiredsiwhere show/r-tlrywall(BC). �� � Q`. 4.No load should beapplied to 3.2x Impact bntlg ng or lateral bracing where shown+♦ [ SEQ.: K1589351anycomponentuntlafterallbracngand 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter 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. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It fabrication,handling, DesignensEXPIRES: 12/91/20.16 shipment and installation o/wmponents. T. assumes adequate drainage is provided. 5.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 10,2015 TPIANTCA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 7.7" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"00. UON. LOADING BC LATERAL SUPPORT <- 12"00. UON. LL( 25.0)+DL( 7.0) 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, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. K-152 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 5-03-19 5-03-19 1 1' T 12 12 6.00 IIM-4x4 Q 6.00 9 2 -/O o gAUL � o .E-.; 4,--4,-. 1,4 M_3 - M-3x4 ♦ l)` .• 'it' 4, 51976 kr, * b 1-06 10-07-12 89782PE I'• JOB NAME : 2306—A ASHLAND AMERICAN — B1 Scale: 0.5698 v. .. WARNINGS: GENERALNOTES, unless otherwise noted ,e ©RECON ' 1.Builder and erection contractor should be advised o/all General Notes 1 This designs based only upon the parameters shown and is for an individual Truss: B1 and Warnngs before construction commences building component.Applicability of design parameters and proper fff yfJ 2 2z4 compression web bracing must be Installed where shown+. rof components the responsibility of the building desgner. '1,�,_ ''IRy-% `fi 3.Additional temporary brach to insure stabil during z Design as es the top and bottom chords to be laterally braced at f ! T ('" porery g Y g 2 o.c.and at 1 g o c respectively unless braced throughout their length by �a Q is the responsibility of the erector.Additional permanent bracing a continuous sheathing such as plywood sheathing(TC)and/or drvwall(BC). A,q UL [`\ DATE: 12/10/2015 the overall structure G the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ I' SEK15 8 93 5 2 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. Q• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are for dry condition"of use. TRANS ID: LINK 5.CompuTmshas nocontrol over and assumes noresponsibility for the 8 oecessa�umesfcitbesengatollsupporlsshown.ironorwedgeit EXPIRES: 12/31/2016 ry fabs ,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WlCA in SCSI,copies of which will be furnished upon request. bees coincide with joint center lines. C 9.Digits indicate see of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER: Larry M C LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.5" OND. 2: net(-5 checked for Design TC: 2x4 OF #14BTR LOAD DURATION INCREASE = 1.15 (- psf) uplift at 29 "oc spacing. BC: 2x9 DF #10BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.5ft, 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 = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSE' Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR TOPSF LIVE LOAD. TOP ,I-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 5-05-12 5-05-12 121 f 12 6.00 IIM-4x4 Q 6.00 3 2 M O /- 4 rn Yv o M-3x4 3x4 y y �s 4:4?51975 erJ 1-06 10-11-08 -'�.,0 t9 p I/V I0. 04. f €4, c-"0 ct V 89782PE I" JOB NAME : 2306—A ASHLAND AMERICAN — Cl . Scale: 0.5698 -J • WARNINGS: GENERAL NOTES, unless otherwise notetl Truss: Cl 1.Builder and erection contractorshould beadvised ofall General Notes 1.This design Isbased only upon the parameters shown and lsfor anindividual 17OREGON N. and Warnings before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing mustb installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to ns stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a�'yy sthe response ofthe erector Adtl t I p rmanent brat ng of 2'o.s and at 10 o c respectively unless braced throughout the r length by 'it �-• .-4_-, � DATE: 12/10/2015 the overall structure s the responsibility of building designer. continuous sheathing such as plywood sheath wheres own0tlrywall(BC). �� � [�\ 4.No load should be applied any3.2x Impact bridging or lateral bracing required of red shown++ %' SEQ.: K1589353 peecmponent until after all bracing and 4.Installation of truss the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 8.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. 5.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ^esIgnass EXPIRES: 12/31/2016 pmen7.Design assumes adequate drainage is provided. 8.This design is furnished subjects the limiter:oasscr forth by II.Plates shall be located on both feces Oftrusa,sad placed so their caste, December 10,2015 TPISNTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. B.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 70.For basic connector plate design values see ESR-1371,ESR-7888(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #160TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-19) 381 6-3=(0) 239 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 3-4=(-513) 94 6-4=(-19) 381 WEBS: 2x9 DF STAND LOADING 4-5=( 0) 76 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 0'- 7.7" -94/ 618V -54/ 54H 5.50" 0.99 DF ( 625) 10'- 7.7" -94/ 616V 0/ OH 5.50" 0.99 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL - -0.015" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL - 0.013" @ 12'- 1.7" Allowed - 0.150" MAX TL CREEP DEFL - -0.015" @ 12'- 1.7" Allowed - 0.200" MAX TC PANEL LL DEFL - -0.010" @ 2'- 10.7" Allowed - 0.345" MAX TC PANEL TL DEFL - 0.075" @ 3'- 0.9" Allowed - 0.518" MAX HORIZ. LL DEFL = 0.003" @ 10'- 2.2" MAX HORIZ. TL DEFL = 0.005" @ 10'- 2.2" 5-03-14 5-03-14 T ,r f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 IM-4x4 Q 6.00 6.OD 17' ''' l 140 mph, h=15f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 - load duration factor-1.6, I I Truss designed for wind loads in the plane of the truss only. 1.1 $AUL RIS, M ` r X10 o f iN 2.� 6 q 5 Io • ;74-,,:fW,Asitt, `tAr 0.. 0 1 M-3x4 M-1.5x3 M-3x4 4r i 5197• 44 y 5-03-14 5-03-14 �? �T�, 1 l b 1 'Y�s0 1-06 10-07-12 1-06 }" - cs�+ 9782PE JOB NAME : 2306-A ASHLAND AMERICAN - B2 SEIM i Scale: 0.4448 . - WARNINGS: GENERAL NOTES, unless otherwise noted e.©RECON �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an ndk dual Iy © !'l. Truss: B2 and Warnings before construction commences building component Appl blty fd design parameters and proper 4/ S 2.2x4 compression web bracing must be installed where shown+. incorporation ofcomponent re lhresponsibilitytobe thebuildingbraced gdesigner.l 9th1" - .ifiy 1 5.3 Additional temporarywe bracing to must instady dunngwher construction 2 Design assumes the lop d bottom to be laterally braced at . V ,T T d" i ( is the respons bll ty of the erector.Additional t bracingof 7 o c and at l0 o c respedt ply unless braced throughout the r length by AL.\ permanent continuous sheath ng such as plywood sheathing(TC)andfor drywall(BC) Aq U` v‘ DATE: 12/10/2015 the overall structure Is the responsibility of the building designer. 3.0 Impact bridging or lateral bracing required where shown++ S E K15 8 9 3 5 4 4 ci No load should be applied to any component until after all bracing and 4.Installation of truss's the responsibility of the respective contractor. 4•• fasteners are complete and a no Cme should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment dew loads beapplied to an t and are for"dry condition"of use TRANS ID• LINK g" any 6.Design assumes full bearing atail supports shown.Shim or'wedge f EXPIRES: 12/31/2016 S.CompuTms has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. t 9.Digits indicate sae of plate In inches. MiTek USA,Inc./CompuTnas Software 7.6.7-SP2(1 L)-E ta.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by r Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6.0" IBC 2012 MAX MEMBER FORCES 9WA/GDF/Cq=1.00 TC: 2x4 IF #166TR; LOAD DURATION INCREASE = 1.15 2x6 DF SS T1 SPACED 29.0" O.C. 1- 9=(-291) 90 1- 7=(-197) 496 3- 7=0) 226 BC: 2x4 OF #15BTR 1- 3=(-564) 181 7- 4=(-136) 456 WEBS: 2x9 DF STAND LOADING 2- 3=( 0) 0 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3- 5=(-589) 200 TO LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 4- 5=( 0) 76 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 POP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. IES) 0'- 0.0" -43/ 95V -37/ 32H 108.00" 0.15 DFP(C 625) ALL SLOPING TOP CHORD AREAS NOT SHEATHED-$$ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 9'- 0.0" --153 512V 0/ OH 105.50" 1.04 DF ( 625) 19'- 6.0" -153/ 6500 0/ OH 5.50" 1.04 DF ( 625) OVERHANGS: 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.539 or equal at non-structural !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. vertical members (von). VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.007" @ 13'- 11.1" Allowed = 0.502" MAX TL CREEP DEFL = -0.018" @ 14'- 0.2" Allowed = 0.669" NOTE: REFER TO COMPDTRUS STANDARD GABLE MAX LL DEFL = 0.013" @ 21'- 0.0" Allowed = 0.150" END DETAIL FOR COMPLETE SPECIFICATIONS. MAX TL CREEP DEFL = -0.015" @ 21'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.009" @ 19'- 0.5" MAX HORIZ. TL DEFL = 0.006" @ 19'- 0.5" n orms to 1-06 19-06 system and fcomponents rand n lcladding criteria. Wind: 140 mph, h=21.bft, TCDL=9.2,BC DL=6.0, ASCE 7-10, 11-03 4-03-04 5-05-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 -M-4x4+ 12 End Vertical(s) are exposed to wind, 2 Q 6.00 Truss designed for wind loads in the plane of the truss only. 12 M-4x6 6.Do FAW,SIL. Aiebs M-3x4+ rr, flr M =MME tkV.' g ,. a KK, 1i R1 51976 e` I 6 _4 0 Continuous bearing M-1.5X3 I \ Ns:. 76 M-3x y M-3x9 0 y -Alfa " y b ), l 5-05-12 °(,. i 1-06 19-06 ,t- 1-06 1-06 `r'J.yl. ,\�+ - -"�© 14r cc :9782 f E '• JOB NAME : 2306-A ASHLAND AMERICAN - D1 1ir . 1 Scale: 0.2917 '• _ WARNINGS: GENERAL NOTES, unless otherwise noted '7 i'EGON Ra. Truss: D1 1.Builder and erection contractor should be advised of all General Notes 1.This is basad only upon the parameters shown and is for an individual4, and Wam'ngs before construction commences building component Applicability of design parameters and proper 2.2s4 compression web bracing must beinstalled where shown+ incorporaton of componentis the respons blity of the buildng designer. ��}' - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� is the responsibility of the erector.Additional permanent bracing of 2 o c antl et 10 o c respect vely unless braced throughout their length by PA�_�- D.�.TE: 12 1 �2 015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ing(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 8 93 5 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK desgnlwasbeappletltoanycomponent and are for"dry condtion of use. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 8 sign assumes Nil bear ng at all supports shown.Shim or wedgeR fabrication,handling,shipment and installation of components. ne ssary. December 10,2015 fi.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. This d esin BCSI,co B.Plates shall be located on both faces of truss,and placed so their center pies of which will furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-7311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC 19-06-0D GIRDER SUPPORTING 94-00-0O IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x8 IF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-15488) 3968 1- 8=(-3054) 13790 8- 2=( -584) 2710 11- 6=(-2592) 612 2- 3=(-12989) 2992 8- 9=(-3040) 13680 2- 9=(-2592) 612 6-12=( -584) 2710 BC: 2x8 DF SS LOADING 3- 4=(-10268) 2359 9-10=(-2506) 11912 9- 3=) -842) 3768 WEBS: 2x6 DF STAND; LL = 25 PSF Ground Snow (Pg) 9- 5=(-10268) 2359 10-11=(-2508) 11412 3-10=(-3556) 832 2x6 DF #2 A TC UNTO LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 6.0" VS- 6=(-12989) 2992 11-12=(-3090) 13682 10- 4=(-2022) e 879 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 525.0)+DL( 377.0)- 902.0 PLF 0'- 0.0" TO 19'- 6.0" V6- 7=(-15488) 3968 12- 7=(-3054) 13792 105_15=(-3856) 3832 832 BC LATERAL SUPPORT <= 12"0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J'- ( 2 ) complete trusses required. 0'- 0.0" -2111/ 9419V -85/ 85H 5.50" 15.07 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR DSPAC LIOE CONC. REP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 6.0" -2111/ 9918V 0/ OH 5.50" 15.07 OF ( 625) nails staggered: Ao9" oc in 2 row(s) throughout 2x6 top chords, 5" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 " c spacing. VERTICAL DEFLECTION LIMITS: 11=1/240, TL=L/180 MAX LL DEFL = -0.126" @ 12'- 7.4" Allowed = 0.925" MAX TL CREEP DEFL = -0.299" @ 12'- 7.9" Allowed = 1.239" MAX HORIZ. LL 1EFL = 0.092" @ 19'- 0.5" MAX HORIZ. TL DEFL = 0.070" @ 19'- 0.5" 9-09 Design conforms to main windforce-resisting 9-09 f system and components and cladding criteria. 9-05-06 2-08-11 2-06-15 2-06-15 2-08-11 9-05-06 Wind: 190 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .A I fload duration factor=l.6, 12 12 End vertical(s) are exposed to wind, M-4x10 Q 6.00 Truss designed for wind loads 6.00 9.0" in the plane of the truss only. 4 ,F.( LI 19-9x6 M-9x6 3 5 M-3x8 M-3x8 -- A • vAuL,Ai M-6x16 Q• 1Z, ?' M-6x16 _ �Sr +`- 9 i I I 1 I I to - /- 11 io /- io f - - � f. - `o o _ ��, x e 9 10 11 12 /• toM-3x5 M-3x10 M-6x10 " M-10x10 M-6x10 M-3x10 M-3x5 O 1507rE Cq # FISTS- . y9-03-10 2-06-15 2-10-07 2-10-07 2-06-15 9-03-10 _ S cc 89782PE 1' JOB NAME : 2306-A ASHLAND AMERICAN - DGIRDScale: 0.3092 1 �G WARNINGS: GENERAL NOTES, unless otherwise noted. 1e.OREGON t41 _ 1.Builder and erector contactor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for anedhdual Iv 4 vr.: Truss: DGIRD mjnicgc buldngmmponent.fcompoentisherespsgnparametersand ngdesioper � y i, incoring c on of component,s the ability f desigslb ar m the bu Idl pr designer.2.2x4 compression web bracing must be installed where shown 2,Design assumes the lop and bottom chords to be laterally bated at . 3.Additional temporary baring to insure stability during construction 2 o c and at 10 o c.respectively unless bated throughout their length by Q�l iis the responsibility of the erector.Additionalpermanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC) P�. in- SEQ.: K15 8 9 3 5 6 [ DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bating required where shown xi. 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responslbibty 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, and are for dry condition"of use TRANS ID' LINK design loads beappledtoany component 6.Design assumes full bearngatall supports shown shim or wedge f EXPIRES: 1 131/2016 • 5.Compurrus has no control over and assumes no responsiady for the necesary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 10,2015 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. l 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 44'— 0.0" OND. 2: Design checked for net 5 TC: 2x4 IF #1&BTR LOAD DURATION INCREASE = 1.15 (— psf) uplift at 24 "oc spacing. BC: 2x9 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting TC system and components and cladding criteria. LATERAL SUPPORT <= 12"0C. CON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIF load duration factor=1.6, Unbalanced live loads have been End sial(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Trusss 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP able end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. `7-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 22-00 22-00 11-01-11 10-10-05 10-10-05 T T '1 11-01-11 12 IIM-9x9 T 12 6.00 3 IM Q 6.00 M-3x5(5) M-3x5(5) gAUL o 1 •Y KM 11111 \/:4r M-3x5(5) M-3x5(5) © � M-3x9 , _ 15-01 13-10 � �'" 1 - ,L i, 15-01 1 Iy AIIIPI 1-06 94-00 • JOB NAME : 2306-A ASHLAND AMERICAN - El / Scale: 0.1(391 / '�s WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ L, p /'� _J Truss' El i.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown antis for anindividual 'g OREGON . and Warnings before construction commences building component.Applicability of design parameters and proper 7 4 2.2x4 compression web bracing must be installed where shown mncorpora[on of components the responsibility of the building designer. 3.Additional temporary bracing tonsure stability during constructor 2.Design assumes the top and bottom chortle to be laterally braced at � is the responsbIry of the erector Add tonal permanent bracing of 2'o.c.and at 10 oc respectively unless braced throughout their length by T L S6K� DATE: 12/10/2015 the overall structure is the responsibility of the building designer. cont mous sheathing such as plywcotl sheath'ng(TC)anWor tlrywall(BC). Aq V L_ R 3 2x Impact bridging or lateral bracing required where shown.• SEQ.: K1589357 4.No load should beapplied toany component until after all bracing and 4.Installation oftruss is the responsibility ofthe 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 mads be applied to any component. and are for"dry condition"of use. 5.Compuirus has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge if fabrication handling,shtand nstallationofcom neeeaaaEXPIRES: 12/31/20.16 pmen components. ].Design assumes adequate drainage is provided. 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 December 10,2015 TPIANTCA in Blot,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate srte of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,E512-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 76 2-12=(-1D35) 3059 3-12=(-208) 250 SPACED 24.0" O.C. 2- 3-(-3399) 1300 12-13=( -841) 2738 12- 4=(-129) 413 WE: 2x4 DI ST&NDR 3- 4=(-3217) 1303 13-14=( -643) 2331 4-13=(-508) 298 WEBS: 2x9 DI STAND LOADING 4- 5-(-2657) 1196 14-15-) -682) 2213 13- 5=(-166) 679 TC LATERAL SUPPORT <- 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2073) 1068 15-16-( -873) 2598 5-14-(-888) 500 BC LATERAL SUPPORT <= 12"0C. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2073) 1060 16-10=(-1075) 2917 14- 6-(-695) 1531 TOTAL LOAD = 42.0 PSF 7- 8=(-2657) 1196 14- 7=(-888) 500 8- 9=(-3217) 1304 7-15-(-166) 679 OVERHANGS: 18.0" 18.0" LL - 25 PSF Ground Snow (Pg) 9-11=(-3390) 1376 15- 6-(-129) 414 10-11=( 0) 76 8-16=(-129) 414 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9-(-208) 250 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 ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -338/ 2019V -261/ 261H 5.50" 3.23 DF ( 625) 44'- 0.0" -338/ 2019V 0/ OH 5.50" 3.23 9F ( 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 - 0.014" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed - 0.20D" MAX LL DEFL - 0.216" @ 22'- 0.0" Allowed = 2.154" MAX TL CREEP DEFL - -0.475" @ 22'- 0.0" Allowed - 2.872" MAX LL DEFL = 0.014" @ 45'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL - -0.015" @ 45'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL - 0.086" @ 43'- 6.5" MAX HORIZ. TL DEFL - 0.142" @ 43'- 6.5" A 22-00 22-00 f '' Design conforms to main windforce-resisting 5-10-14 5-04-06 5-04-06 5-04-06I 5-04-06 5-04-06 5-04-06 5-10-14 system and components and cladding criteria. '( f Wind: 140 mph, h-24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), 6.00 M-4x6 Q6.00 load duration factor-1.6, 4.0" End vertical(s) are exposed to wind, 6 .r( Truss designed for wind loads. lipPP7 in the plane of the truss •yp,L7L �,M-3x4 ,erb. M-5x6(5) M-5x6(5) �.WAl,sf,.lr• 0.25" At*-1.5x3 .25" LT 41."�t 41t- M-1.5x3 1/1\3 _ I.17, 0 4I'��•5v1((��9�7�6Q ``� m / M V113 l:?J+ F• d' 2 133•r 14 ''15 16 \1 0 12 irfi '�. / M-3x10 M-3x9 0.25" M-4x8 0.25 M-3x4 M-3x10 1 o SVy y y G° ' <9 7-08-05 7-04-11 6-11 6-11 7-04-11 7-08-05 l 1 y 1-06 C :97821 E 1-06 44-00 JOB NAME : 2306-A ASHLAND AMERICAN - E2 Scale: 0.1266 WARNINGS: GENERAL NOTES, unless otherwise noted. L... 1. 1.Bu lder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual �+ EGON V � Truss: E2 and Warnings before construction commences. baking component.Applicability of design parameters and proper •1/0. (..*T 2.2v4 compression web bracing must be installed where shown 4. incorporation of component s/he responsibility of the building designer. 1w.,.`'1F? A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and botlom chorea to be laterally braced at SJ7 T'1 i 1 ' ` is the responsibility 0 the erector.Additional permanent of 2oc and at loo respectively unless braced throughout their length by 'N p typ rm 8 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) -AUL %- DATE: 12/10/2015 the overall structures the responsibility of the building desgner. 3.2i Impact bodging or lateral bracing required where shownao SEK15 8 93 5 8 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. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry cord ton of use. TRANS ID' LINK e.Design attumearulibearngalalltupponsthawn.snimorweageif EXPIRES: 12/31/2016 S.CompuTrus has no control over and assumes no responsibility lily for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 O,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAN1CA in BCSI,copies of which will be furnished upon request. g Iines Diess oinciidde sawithe of plate teoint rlImes. } MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) X This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #15BTR 1- 3-( 0) 76 1-12=(-1894) 3049 1-14-(-127) 250 15- 9=(-211) 3D2 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 4=(-3208) 1310 12-13-) -894) 2729 11- 2=(-126) 298 3- 9=(-3218) 1312 12-13-) -703) 2321 9-12=(-508) 298 LOADING 4- 5=(-2658) 1195 13-14-) -682) 2214 12- 5=(-166) 679 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PS£ BC LATERAL SUPPORT <= 12"0C. CON. 5- 7=(-2074) 1068 14-15-) -888) 2600 3-16-(-781) 500 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2074) 1086 15-10=(-1195) 2923 13- 6=(-711) 1533 OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 7- 8-(-2659) 1227 13- 4=(-194) 500 8- 9-(-3222) 1405 4-18=(-519) 681 LL 25 PSF Ground Snow (Pg) 9-10=(-3903) 1407 14- 8=(-511) 319 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-15=(-1B 1) 425 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -340/ 2024V -248/ 257H 5.50" 3.24 OF ( 625) 44'- 0.0" -273/ 1848V 0/ OH 5.50" 2.96 DF ( 625) C OND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.014" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed - 0.200" MAX LL DEFL = 0.221" @ 22'- 0.0" Allowed = 2.154" MAX TL CREEP DEFL = -0.475" @ 22'- 0.0" Allowed = 2.872" MAX HORIZ. LL DEFL - 0.085" @ 43'- 6.5" MAX HORIZ. TL DEFL = 0.142" @ 43'- 6.5" 22-00 22-00 5-10-19 f f Design conforms to main windforce-resisting 5-04-06 5-04-06 5-09-06 5-09-06 5-09-06 5-04-06 5-10-14 system and components and cladding criteria. T Z T f f f f Wind: 140 mph, h-24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.00 p M-4x6 Q 6.00 load duration factor=1.6, 4.0" End vertical(s) are exposed to wind, 6 Truss designed for wind loads 14.444in the plane of the truss only. M-3x4 M-3x4 M-5x6(5) 6 7 ., M-5x6(S) 0.25" YAUL.Ai 0;2 5" Qti wA8.14, .�' )5x3.ir /.‘100„.* e 4.R GAO' M-1.5x3 `` Cc.... 2 \ / ,z,' ' M-3x10 1z � l� M-3x4 M-3x10 *ao O b�y�.iT.� . to /` 11 1 3 '� s.[ o M-3x4 0.25" M-9x8 0.25"9 0 M-5x8(S) M-5x8(S) y y 7-08-05 7-04-11 6-11 6-11 7-09-11 7-08-05 1-06 y 44/ IT.0:49-00 89 p�]7p 821-pE JOB NAME : 2306-A ASHLAND AMERICAN - E3 • Scale: 0.1955 _1 • WARNINGS. / �� 1.Buller and erection contactor should be advised of all General Notes GENERAL NOTES, unless on the parameters e noted . Truss: E3 before 1 Thildings isbase onllupontheesignshowsndisforanndivtlual g OREGON building ng component.Applicability lity of design parameters and proper O 2.2x4 compression web bracing must binstalled where shown 4. incorporation of component s the responsibility of the binding designer. 3.3866onal temporary bracing to stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/ tee(,' s the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout the r length by 9�T i ; "` DATE: 12/10/2015 the overall structure is the respons b'I'ty of the billing tleslgne r. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I. 3 In tmptMbotlg ng Is latera l bracing of red whereshown++ p^�� SEQ.: K15 8 9 3 5 9 4.NO load should be applied to any component until after all bracing and 4.Installation of truss is the responsb l y of the respective contractor. A 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 ate for tarp conditon'of usa. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7rys EXPIRES: n/ey�lOyG 6.This design is tarnished subject to the limitations set forth by e.PlatesDesigassumes adequate both nage is provided. Cly!" R S C/3 IV TPI/TCA in BIB,copies of which will be furnished ue.Plates coincide be ith hJoincebethlacesoftruss,endplacedsotheircenter December 10,2015 pod request. lines shall located center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate siae of plate in inches. 10.For basic connector plate design values see ESR-1371.ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC TRUSS SPAN 94'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER 4PEFIFICATIONS TC: 2x4 DF #1&BTR LOAD DUSPTIED I24REASE 0 1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting BC: 2x9 DF #1&BTR system and components and cladding criteria. LOADING Wind: 140 mph, h-24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <— 12"OC. ION. BC LATERAL SUPPORT <— 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Drr), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF End vertical(s) are exposed to wind, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. eO For hanger specs. — See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP K-152 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 22-00 22-00 ,f '1 10-10-05 10-10-05 11-01-11 11-01-11 4 4 1T I IM-4x4 12 2 3 Q 6.00 6.00 D _ M-3x5(5) M-3x5(5) MF 'PAUL 4 S G m I 4, cm o 1 M-3x5(5) r 4 .0rs' 31 SC i r M-3x5(5) _ o ' S i M-3x4 rk 15-01 13-10 15-01 1. &'&,-n 0,4, I,0694-00 89.f V2r E7 06 JOB NAME : 2306—A ASHLAND AMERICAN — E4 Scale: 0.1931 v, •� L% 's -. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON3 1.Budder and eredion contractor should be advised Mall General Notes 1.This design s based only upon the parameters shown and s for an individual ,Y c....;.. ,'"' Truss E4 and Warnings before condructon commences. buildincorpgcempofcompoentisltty erespolgnparameleraandproper �14 1�r ` orationofcomponent sthe tdesignp tymthe building tlergne +�rdd {.E__, 2.2x4 compression web brae ng st b iinstalled where shown a. ncory r ll 2 Design assumes the top and bottom chords to be laterally braced at 3 Additional temporary bracing t debility during construction y o c and at 10 o c respectwely unless braced throughout their length by _ lathe responettl ty°Idle erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) " AUL 'el DATE: 12/10/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a -. 4.No load should be applied to any component until after all bran ng and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K1589360 fasteners are complete and at no Bme should any loads greater then s.oeatgnassumes usseaaretobeusednan°naorr°sveenvronment and are for dry condition'.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 EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. so their center December 10,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,and placed TPIMTCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. f 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values we ESR-t311,ESR-1988(MITek) r Symbols Numbering System A General Safety PLATE LOCATION AND ORIENTATION e y Notes 1 3/4' Center plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths y I Failure to Follow Could Cause Property MBE offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1 ry hlik 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. Q-1/16 C1-2 C2-3 16 2. Truss bracing must be designed by an engineer.For wide spacg,invidl aeaes hemmay require bracing,dior alternativetTori O bracingtruss should beinconsidered. x rp U3. Never exceed the design loading shown and never _ O IL stack materials on inadequatelyuabraced trusses. selves r 4 x 2 orientation,locate O 4. Provide copies of this truss designltoral the buildingctBOTTOM CHORDS designer,erection supervisor,property owner and pates 0 'ns from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each �� required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locationointds are regulaembed ted by ANSI/TPI Knots and I e at joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 10.Camber is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: /� SYP representsin all respects,equal to or better than that Indicated by symbol shown and/or by AWC in the 2005/2012 NDS specified. by text in the bracing section of the published values as SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior 'OMEN, reaction section indicates joint ©2012 MiTek All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111111111. —� 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: 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, ITe�� Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 4