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Plans (48) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#14BTR; LOAD DURATION INCREASE= 1.15 1- 2=( 0) 50 2- 8=(-257) 1288 8- 3=1 0) 227 2x6 KDDF#14BTR T2 SPACED 24.0" O.C. 2- 3=(-1539) 383 8- 9=(-259) 1285 3- 9=(-44B) 138 BC: 2x4 KDDF#14BTR 3- 9=(-1080) 369 9-10=(-293) 1265 9- 9=( -94) 564 WEBS: 204 KDDF STAND LOADING 4- 5=( 0) 0 10- 7=(-293) 1268 9- 6=(-937) 200 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POB' 4- 6=(-1063) 337 7-11=( 0) 9 6-10=( 0) 153 TC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-1495) 390 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD= 42.0 POP - - LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL SLOPING TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1056V -97/ 102H 5.50" 1.69 HIDE ( 625) -- ------ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 11.6" -227/ 1015V 0/ OH 53.50" 1.62 KDDF ( 625) i 25'- 8.8" 0/ 52V 0/ OH 0.00" 0.00 KDDF ( 625) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed= 0.100" Unbalanced live loads have been MAX TL DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" considered for this design. FIELD REPAIR: FOR TRUSSES NOTCHED FOR 9x2 OUTLOOKERS. NOTCHES ARE OVER-CUT TO MAX LL DEFL= -0.091" @ 11'- 0.0" Allowed= 1.054" 2" DEEP X 4" WIDE IN LIEU OF 1.5" DEEP X 3.5" WIDE. PROVIDE 2x4 x 3'-6" DF 4+2 MAX LL DEFL= -0.070" @ 11'- 0.0" Allowed= 0.100" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed= 0.100" SCABS TO ONE FACE. SCABS TO GO TO ADJACENT STUDS. CONNECT WITH 0.131 X 3" LONG MAX TL DEFL= 0.000" @ 0'- 0.0" Allowed= 0.133" NAILS STGGERED AT 4"oc THROUGHOUT. SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL= 0.020" @ 25'- 8.8" MAX HORIZ. TL DEFL= 0.033" @ 25'- 8.8" Design conforms to main windforce-resisting system and components and cladding criteria. 13-00 13-08 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-11 5-01 2-00 3-01 10-07 Truss designed for wind loads f f T f f 1' in the plane of the truss only. 12 4x4 5 12 6.00 M-9x69 �.` Q 6.00 �.` • y M-3x4 rcut notch for outlooker typical M-3x9 '4 X00 ``` M-3x9 3 �` •,. M-3x4 Yr, 1 - WW a 14 11\ pppp o t 9 0.25" M-1105x3 Cfl o M-3x4 M-1.5x3 0 h M-5x8(S) {_'( Of y y y k 1 �Co byN,GINE V /p 5-09-04 5-02-12 5-02-12 9-09-04 ,C/ V + 0 8 y •924 r 0-08 26-00 411P , JOB NAME: LOT 13 NRT B4 - B4 • 10 � Scale: 0.2371 -3r ,OREGON -. 4i WARNINGS: GENERALde NOTES, unless see pe,noted: J' { 25)\ 1.BuadsraM erodbncontractor si s,,be advised of al General Nobs 1.This design is based ppaseb tyeparometeroshown and lafaran individual �0 /A 4 Truss: B4 and Wamapsbebnconstruction commences. buildigcomponent.Applicabiirya/designparameten•Mproper `i 2.2a4 compression web bracing moat be installed where shown*. Incorporation of component Is me rosponsiblity of the building designer. p 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the by and bottom chock to be laterally braced at E''1 l"1 1 S - by b the responsibility of the erector.Additional permanent bracing of continuous sheathing such 6 plywood eheately unless hbpRC)and/or ddryoughout thelrwnl /'}.(l S L-. DATE: 7/7/2017 the overall structure lame respms9,lity of the bolding designer. 3.2x Impact bddgkg or labral bracing required where shown c e SEQ.: K 3 4 0 513 5 4.No load should be eppled to any component untl•Iter el bracing end 4.Installation claws is the reepontlbllty arms respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, EXPIRES: V 11(l)C ... 12/31/2017 t61./f1t1.j 7 design bads be applied b any component. and arafor te" cordmon"o/we. C/sE"1llL LJ ii tLLUI/ TRANS ID: LINKB.Design sfullbearing atalsupports shown.Shim orwedge❑ July�,2��7 5.Compurrw aver hes no control and assumes no responsibility for the 1e fabrication,handling,shipment and Installation of components. coessry. 7.Designassumesbe loetled obm face laproWdstl. 6.This design is furnished subject to the limitations set forth by 8.Plates viol be bated on both fates of truss,and placed to final center TPLW ICA in BCS),copies of which Nil be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate sire of plate in Inches. MiTek USA,Ind./CornpuTfus Software 7.6.8(1L)-Z 10.For bask connector plate designva)ws see ESR-1311,ESR-19t8(M71ek) 01/-"7,0---'''' '' m'm'1mm1'm0miimII•IIN•I•II••MIMIIM•INIIMIM......1.EllII1I1.11..IEIMIIil11.11IIIMIIIIIII11 y n S T Q.0 1 7 - 02.0o s 7 542 a4(Q4ef-s4 lis t This design prepared from computer input by ' • Pacific Lumber and Truss-BC LUMBER SPEOCIFICATIONS TC: 204 DDF #1&BTR TRUSS SPAN 26'- 0.0' LOAD DURATION INCREASE = 1.15 IBC 2015 MAX MEMBER FORCES 9WA/DDF/Cg=1.00 BC: 2x4 KDDF #1&8TR 1- 2=( 0) 33 2- 8=(-282) 1528 3- 8=(-383) 257 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1813) 404 8- 9_ -(-124) 1001 8- 4=(-127) 639 LOADING 3- 4=1-1590) 408 9- 6=1-3011 1528 4- 9=(-127) 640 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+D4- 5=(-1590) 408 BC LATERAL SUPPORT <= 12"00. TON. i,( 7.0) ON TOP CHORD 10.0 PSF9- 5=(-383) 257 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1813) 409 OVERHANGS: 6.0^ 6 0" TOTAL .CAD = 92.0 PSF 6- 7=( 0) 33 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX MORE BRG REQUIRED BAG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 20'5. 6�- 0.0 -166/ 1168V -131/ 1308 5.50" 1.87 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'_ . " -166/ 1168V 0/ OH 5.50" 1.87 KDDF' ( 625) LUND. 2: Design cid for net(-5 psi) uplift at 24 "oc spacing, FIELD REPAIR FOR TRUSS NOTCHED FOR 4x2 OUTLOOKERS.NOTCHES ARE OVERCUT VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/186 MAX TL DEFL = -0.001" @ 0'- -8.0 TO 2.0"DEEP x 4.0"WIDE.NOTCHES SHOULD BE 1.5"DEEP x 3.5"WIDE.SCAB A 2x8 DF MAX LL DEFL = 0.000" @ o'- -s.o" Allowed= 0.067" •' Allowed = 0.089" #1 TO ONE FACE WITH 0.131 x 3"LONG NAILS IN 1 ROW AT 3"oc THROUGHOUT NOTCHED MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254^ TOP CHORD AND 2 ROWS AT 3"oc INTO ALL OTHER ALIGNING MEMBERS. MAX TL DEFL= -0.106" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.000" @ 26'- 8.0" Allowed = 0.067" MAX TL DEFL= -0.001" @ 26'- 8.0" Allowed = 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" 13-00 MAX HORIZ. TL DEFL = 0.093" @ 25'- 6.5" -- --- T ---- 13-00 6-09-04 6-02-12 6-02-12 6-09-04 Design conforms to main windforce-resisting 11 _ _ system and components and cladding criteria. 12 1 \ 6.00 M-4X6 12 Q 6.00 Wind: 140 mph, h=22.9ft, TCDL=9.2,BGDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q Q,r load duration factor=1.6, 4 ,t,' Truss designed for wind loads in the plane of the truss only. .1'\�� -7-1/ '-- ,----- 4x2 NOTCHES w �� _------ M-1.5x3 �A ��� / j�� v ' M-1.5x3 \, / \\ y� � 2x8 SCAB HELD 1.5"DOWN /j ' v FROM TOP OF TOP CHORD o / \A/i� \V ��\\�, - - o 1M-3x4 M-3x4 9 ,,� �� M-3x5(5) M-3x4 M-3x41 to 8-10-03 8-03-11 8-10-03 _ _.-�- �RV P#IOFLS' 0 OS 10-00 - 16-00 NC?� �`�,GIN �',/�2 26-00 0-08 'cl 89200PE ''i" JOB NAME : B3 KNOTCH REPAIR - B3 rr J0� ,,,�„,�--- --- Scale: 0.2246 /^�(�c f!+ WARNINGS: GENERAL NOTES, unless otherwise noted: 7j 8 \,J jl CGON A.., T r ll 5 S: B 3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the 4- 47 and Warnings before construction commences. buildingparameters mews and is for an individual �J ,��A* �� 2 204 compression component orient isbility of design parameters and proper �/\ •l7 Z pression web bracing must be installetl where shown+. incorporation of component the responsibility of the building designer. - S,,,J 3.Additional temporary bracing to insure stability tludng construction 2.Design assumes the top and bottom chords to be laterally braced at DATE: 7/11/2017 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by FR�10_ the overall structure is the responsibility of Na bulking designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). SEQ. : K3419 3 2 7 <.No load should be applied to any component3.2x Impact bridging or lateral bracing reuirewhere shown until after all bracing and 4.Installation of truss is the responsibility of thee 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, VANS ID: LINK deeignloadebeappliedtnany�mpoenand arefor•dryconditio of use. EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the 6.DDeesignn assumes full bearing at all supports shown.Shim or wedge R fabrication handling,shipment and installalen of components. es "- July 12,2017 6.This design is furnished subject to the limitations set forth by a Design assumes adequate drainage is toe,provided. .Plates shall be located on both faces of truss,and placed so their center TPIIWTCR in BCSl,copiesB of which will be furnished upon request lines coincide with joint center lines. Mick USA,Inc./CompuTrus Software 7.6.8(1L)-2 9.Digits indicate size of plata in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 1f1&BTA TRUSS SPAN 26'- 0.0•' LOAD DURATION INCREASE = 1.15 B=IBC 2015 MAX MEMBER FORCES 9WR/DDE ) 3800 BC: 2x4 KDDF 61&BTR 1- 2=1 0) 33 2- 8=(-282) 1528 3- 8=(-383) 257 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-1813) 404 8- 9=(-124) 1001 8- 9=(-127) 639 TC LATERAL SUPPORT 0= 12"OC. LION. LOADING 3- 9=(-1590) 408 9- 6=(-301) 1528 4- 9=(-127) 640 BC LATERAL SUPPORT <- LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1590) 408 9- 5=(-383) 257 12"OC. DON. DL ON BOTTOM CHORD - 10.0 PSF 5- 6=(-1813) 404 OVERHANGS: 6.0" B.C" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 33 LL = 25 PSF Ground Snow (Pg) HEARING MAX VERT MAX SORE BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0 - 0.0" -166/ 1168V -131/ 131H5.50" 1.87 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0.0" -166/ 1168V 0/ 08OH 5.50" 1.87 KDDF ( 625) -- OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) FIELD REPAIR FOR TRUSS NOTCHED FOR 4x2 OUTLOOKERS.NOTCHES ARE OVERCUT MAX TL DEFL = -0.001" @ 0'- -g,pVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Allowed = 0.089" 1 TO 2.0"DEEP x 4.0"WIDE.NOTCHES SHOULD BE 1.5"DEEP x 3.5"WIDE.SCAB A 2x8 DF MAX LL DEFL - -0,063" @ 17'- 1.8" Allowed = 1,259254"MAX LL HEEL = o.goo^ @ o'- -B.o" Allowed = o. " #1 TO ONE FACE WITH 0.131 x 3"LONG NAILS IN 1 ROW AT 3"oc THROUGHOUT NOTCHED • 672. TOP CHORD AND 2 ROWS AT 3"oc INTO ALL OTHER ALIGNING MEMBERS. MAX TL DEFL = -1.000" @ 26'- 1.4" Allowed - 1.067" L--- MAX LL DEFL - 0,000" @ 26'- 8.0" Allowed = 0.067" MAX TL DEFL = -0,001" @ 26'- 8.0" Allowed - 0.089" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.026" a 25'- 6.5" 13-00 13-00 MAX HORIZ. TL DEFL = 0.043" S. 25'- 6.5" 6-09-04 6-02-12 --- - i Design6-09-04 conforms to main windforce-resisting - -. system and components and cladding criteria. 712 6.00 F-7-' M-4x6 12 Wind: 140 mph, h=22.4ft, TOOL=9.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 4 ,F-1 Truss designed for wind loads- n the plane of the truss only, AW4t9343 /j l\ j 4 4x2NOTCHES7 M-1,5x3 �/ \\ t- ,,, ' �% \ M-1.5x3 j � � ��2x8 SCAB HELD 1.5"DOWN ��o � FROM TOP OF TOP CHORD 1 1 - o M-3x4 8 wl 7 �l M-3x4 M-3x4 6 I -3o M-3x5(S) M-3x4 o 3- pp 8-10-03 - 8-03-11 8-10-03 �Q i"fl Odc to o0 16-00 l �S \AGIN,�'F `5>O 0-08 - p rfi 26-00 .- O. 08 {C 892QOPE -17 f JOB NAME : B3 KNOTCH REPAIR - B3 Scale: 0.2246 WARNINGS: GENERAL NOTES, uniessotherwisenMed,i QREGON t +p '\1 Builder and erect contractorhouladsed of all General Notes 1.Thisdesign is based onlyupon the parameters own and for an ntlrvdual L°N 4Truss: 33 and Warnings beforeconstruction building comppn Applicability of design parameters and proper �<J }/ 7tincorporation of component s the responsibilityof he building designer.2 254 compression b bracing sl be installed where shown+ 3.Additional temporary bracing to insure stability during construction Design assumes the top and bottom chords to be laterally braced at DATE: 7/11/2017 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at continuous sheathing such as plywood sheathing(TC)ancVor drywall(BC). .respectively unless braced throughout their length by '' '..RR 11-� the overall structure is the responsibility of the building designer. SEQ. : K3419327 4.No load shouk be applied to any component until after all bracing4.2xImpactbodging or the responing required whereshown++ fasteners are complete and at no time should anyloadsand 5.Dssigntas olWss isms lir to be uselity of theresporros contractor. TRANS I D: LINK i design loads be applied to any corn greater than s.Design assumes trusses are to be used m a mown Shim me environment component. and are for dry mnditipn of use. EXPIRES: 12/31/2017 5.CompuTrus has no control over and assumes no responsibility for the 6_Design assumes full bearing at all supports shown.Shim or wedge i( fabrication,handling.shipment and installation of components. 7 Design"- July 12,2017 6.This design is furnished subject to the limitations set forth by gn assumes adequate othdrainagee is provided. TPIMcopies of which will be furnished ?CA in SCSI,c 8.Plates shall be located on both faces of truss,and placed so their center upon request lines coincide with joint center Imes. MiTek USA,Inc./CompuTrus Software 7.6.8(11.)-Zs.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury are indicated. 4 I rum Dimensions are in ft-in-sixteenths. 11Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 TOP CHORDS 2 3 diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-/i 8" rtli wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Alli _liUM- p bracing should be considered. = O F� U 3. Never exceed the design loading shown and never 0. U stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 cs css f- designer,erection supervisor,property owner and plates 0- 'rid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 1o.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that /� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 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 (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■ME. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: III" ANSI/TPI1: 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 is not sufficient. DSB-89: Design Standard for Bracing. F'i/INBCSI: Building Component Safety Information, 20.Design assumes 1 Quality Criteria.manufacture in accordance with Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 4