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Plans (37) MiTek Mk 250iTeKlug CircleUSA, Inc. Corona,CA 92880 951-245-9525 Re: 17855 WESTWOOD PL2626-B HOGGANS PARK 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: K 1526575 thru K 1526609 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��c\ED P R OFFss � NGINEFR '0 2 � 89200PE 9r". cr L 4„OR EGONnt. A4/ O 14, Q'}- MRRIL�- `' 2ptfl:65243-1-b --1 November 11,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 13'- 0.0" 'COND. 2: Design checked for net(-5 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 psf) uplift at 24 "oc spacing. SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LOADING system and components and cladding criteria. 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=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 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 M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 6-06 T 6-06 12 6.00 p IIM-4x4 12 Q 6.00 3 M 2 O I�' JIL -fm O I / //////////////////////////////////////////////////77/7////7////////7/77/77/7/1/7//!/7///17/7/7/// /7 I 0 O O M-3x4 M-3x4 y J• 1-00 13-00 i' )' - ��Eo • .°FFss �NGI GINE- �� 89200PE r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - Al Scale: 0.5441 ,�i WARNINGS' GENERAL NOTES, unless otherwise noted . • ? Truss: Al 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual -7 ,f_, '741'OREGON `C and ri anonga before constructan commences. building component Applicability of design paremetere end proper i 2.2a4 compression web bracing min be installed where shown♦, Incorporation of component is the responsibility of the budding designer. 3,Additional temporary Pacing to insure stability curing construction 2.Design assumes the by and bottom chorda b be laterally braced at '<O q " 14, 20 4 DATE 11/11/2 015 is the responsibility Orme erector.Additional permanent bracing or 2'o.c.and at 1a o.c.rsapecusely woods braced throughout their length by �Q. the overen structure is ms responsibility of the building designer. continuous sheethinng g such as plywood required sheathing(TC)and/or drywall(SC). iii SEQ. : K 15 2 65 7 5 4.No load shook!be applied b any component until after all bracing and 4.2x Impact of Cuss„ hlateral bracing lift'n where 8h°""*` R R��-� %steners are complete and at no tine should anyloadsrespective contractor.vion greater than 5.Design assumes are b he used in a ronconosive environment, TRANS I D: LINK design loads be applied b any component. and are for•dry oamition•or use. 5.CompuTne has no contra over and assumes no responsibility far me 8,Design assumes run bearing at all supports shown.shim or wedge if tebrwa�n,handling,aMpnent and insbnationofcomponents. ^° °" EXPIRES: 12/31!2015 S.This design isfumishedsubject tohelimitations set forth by 8.Platisnaeiibeb ted don botfacesoprovi,an November 11,2015 TPIM/TCA in SCSI,copies of which will be famished upon request 8.lilines soinaldewi h joint senterhrines. �of trues,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1L)-E 9.Digits indite size of plate in inches. 70.For bask connector plate design values see ESR-1311,ESR-igen(MiTek) .I .. This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-26) 487 6-3=(0) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-698) 124 6-9=(-26) 487 ^ WEBS: 2x4 KDDF STAND 3-9=(-648) 124 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -106/ 660V -65/ 65H 5.50" 1.06 KDDF ( 625) 13'- 0.0" -106/ 660V 0/ OH 5.50" 1.06 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: Designchecked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.002" @ 14'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.033" @ 3'- 5.7" Allowed = 0.433" MAX TC PANEL TL DEFL = 0.114" @ 3'- 5.7" Allowed = 0.649" MAX BORIZ. LL DEFL = 0.004" @ 12'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 12'- 6.5" 6-06 6-06 f T f Design conforms to main windforce-resisting 12 11M-9X4 12 system and components and cladding criteria. 6.00 Q 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 34.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 47 load duration factor=l.6, _ Truss designed for wind loads in the plane of the truss only. 1.1 m m .7„ t o D o 6 Vc o M-3x4 M-1.5x3 M-3x4 4 0 i' y 6-06 6-06 y J' 1-00 y 13-00 y 1-0o y ,`t�,�ED PROFFss S? °4 GI NEF9 /0 114 Q 89200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - A2 , rte /� Scale: 0.4066 �.. `N. WARNINGS: GENERAL NOTES, uMer otherwise cotad: • Truss: A2 1.Bolder and ereebncontractarshould aadvised ofeNGanerelNotes 1.Thledesign bheraonly upon Seperemetereshown and infor enindvduel OREGON and Waminge before conduction commences. boildng component ApplinbNity of design parameters and proper 2.2,4 compression web bracing must be installed where shown+. incorporatbn of component is the responsibility of the building designer. 1' �0\�� 3.Additional temporary bracing to insure stability during conedudion 2.Design and at the lop and boffin chorda to he laterally braced at /O / 14, gyp, DATE: 11/11/2015 re the responsibility of the erector.Additional permanent bracing of r ��n1�m�respectively unlet braced throughout he length by the overall structure is the responsibility of the building designer. cog plywood meewhere w ere s own+erywan(Bc). 1 SEQ.: K1526576 4.No bad should be applied tan co 4.In Impact of s or latent! on bracing regfthewhereshown++ FRR'L�� y component until alter ell bracing and 4.Design on of truss s the are b b bN ry of the respective contract. fasteners are complete and at no dna should any bade greater Men 5.Design seance doers aro b be coed in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the ro 5.De assumes fill hearing at all supports shown.Shim or wedge a EXPIRES: 12/31/2015 fabrication,handling.shipment and installation of components. nacomry. 6.Tina design is furnished subjectto the limitations setfonh by T.Design shall bee meed drainage ioproes and 11,2015 8.Plat.shell be located os both faces of trot.and placed no their canter TPIANTCA in SCSI.copies of which will be furnished upon request Iter coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values re ESR-1371,ESR-1885(MiTek) This design prepared from computer input by Y Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-649) 135 1-5=(-90) 489 5-2=(0) 299 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-650) 123 5-3=(-40) 489 ' 3-4=( 0) 50 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -64/ 545V -64/ 57H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 13'- 0.0" -110/ 670V 0/ OH 5.50" 1.07 KDDF ( 625) ** 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "sic spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ 14'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 14'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 5.7" Allowed = 0.433" MAX TC PANEL TL DEFL - 0.118" @ 3'- 5.7" Allowed = 0.649" MAX HORIZ. LL DEFL = 0.004" @ 12'- 6.5" MAX BORIS. TL DEFL = 0.008" @ 12'- 6.5" 6-06 6-06 12 T Design conforms to main windforce-resisting _ 6.00 IIM-4X4 12 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111\ load duration factor=1.6, Truss designed for wind loads aiiiiiliiiiii in the plane of the truss only. C1 Io 1 * M. I 0 5 .t3 O M-3x4 M-1.5x3 0 M-3x9 l ), y 6-06 ,J'' 6-06 13-00 y 1-00 y PR ��ED OFFss á4GI N ? /O 2 89200PE• yr JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - A3 Scale: 0.4557 as WARNINGS: GENERAL NOTES, inbsa othenMse noted: Cr) 411111.1:;;;* Truss: A3 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 yL 0 ON and Warnings before construction commences. building component Applicability of design parameters and proper L. A,2.2s4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the adding designer. I` 3.Additional temporary bracing b insure stabily during construction 2.Design assumes the top and bottom chords to ba laterally braced at O Y A, 2� + a the responsibility old,.erecter.Additional permanent bracing of Y o.c.and at 10.oz.respectively unless braced throughout their length by 1 Y DATE: 11/11/2015 the oeerati ebuawe is the responsibility of the building designer. continuous sheathing rear as plywood sheathing(TC)andfor drywall(BC). `RFI I t• SEQ. : K1526577 4.No bad 3.2xImpeabddgingorlateralbracingrequiredwhereshown.. y component until after sit bredng and 4.Installation of truss is the responsibility of the respective contractor. M fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment TRANS I D: LINK design loads be appied to any oenWonant and are for idly condition.of use. 5.CompuTruehasnocontroloverendaseurtroanoreepenaibililyforth. 6.°° a me•hdlbeadngatallouppe,te,howrr.Shoeerwedg.4 EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. ry' 6.This design is furnished subject to the limitations set forth by I.Design shat beelcaed o both face ispruss ed. November 11,2015 8.Plates snag be located on boll meas of truss,and dated so their center TPINJfCA in BCSI,poples of which will be furnished upon request linea coincide with joint canter linea. MiTek USA,Inc./ComlwTrus Software 7.8.7SP2(1 L)-E 9.Digits indicate siva of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(Wok) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS 24-09-00 GIRDER SUPPORTING 32-06-00 TC: 2X9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x8 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-15208) 3342 1- 8=(-2928) 13404 8- 2=( -500) 2399 11- 6=(-2350) 560 WEBS: 2x4 KDDF STAND; 2- 3=(-12666) 2826 8- 9=(-2912) 13322 2- 9=(-2994) 584 6-12=( -502) 2906 2x6 KDDF #2 A LOADING 3- 4=( -9768) 2218 9-10=(-2384) 11058 9- 3=( -812) 3732 LL = 25 PSF Ground Snow (Pg) 4- 5=( -9740) 2220 10-11=(-2356) 10992 3-10=(-3682) 862 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 29'- 4.0" V 5- 6=(-12500) 2802 11-12=(-2866) 13082 10- 4=(-190B) 8440 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 381.2)+DL( 279.2)= 660.5 PLF 0'- 0.0" TO 24'- 4.0" V 6- 7=(-14922) 3296 12- 7=(-2882) 13164 10- 5=(-3504) 822 ADDL: TC UNIF LL+DL= 32.0 PLF 2'- 0.0" TO 10'- 8.0" V 5-11=( -798) 3646 M-1.5x4 or equal at non-structural ADDL: TC CONC LL+DL= 22.0 LBS @ 2'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). '�� LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. O'- 0.0" -1990/ 9058V -113/ 11 OH 5.50" 14.49 ROOF ( 625) Attach 2 ply with 3"x.131 DIA GUN 29'- 4.0" -1967/ 88900V 0/ OH 5.50" 14.22 ROOF ( 625) XXnails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. c 7" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, 'COND. 2: Design checked for net(-5 Psf.) uplift at 29 "oc spacin .I 9" oc in 2 row(s) throughout 2x6 webs. REFER TO COMPUTRUS STANDARD VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 GABLE END DETAIL FOR DETAILS MAX LL DEFL = -0.195" @ 8'- 4.4" Allowed = 1.171" NOT SHOWN. MAX TL CREEP DEFL = -0.405" @ 8'- 4.4" Allowed = 1.561" 12-02 f12-02 MAX HORIZ. LL DEFL = 0.050" @ 23'- 10.5" f MAX HORIZ. TL DEFL = 0.085" @ 23'- 10.5" 5-00-01 3-07-13 3-06-01 3-06-01 3-07-13 5-00-01 +22# T f f f Design conforms to main d claddingresisting '� system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-5x8 M-3x6 Q 6.00 Al( l Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 load duration factor= .6, M-1.5X9 Truss designed for wind loads M-3X5 9 8.0" in the plane of the truss only. M-3x5 -,(M-3x5 M-3x6 04 M-3x5 ea-2.5x4 or equal at non-structural diagonal inlets. M-6x16 x9 Truss :::mu : ;:aa othercord.otlooareh. • pe at inlet board areas only. M-3x6 , M-3x6 M-3x8 2 6 M-3x8 a ,e.��✓` M-6x16 co o I 0 il I 9 10 o M-3x10 11 12 �S M-6x10 =M-10x10 M-6x10 M-3x10 I I M18HS-7x14(S) o l l k l y 1 1 4-10-05 3-06-01 3-09-09 3-09-09 3-06-01 4-10-05 b .i" 14-00 y 10-04 y C�``� G,NR OAF`_0 y c �N F9 °* 24-04 Q� i'89200PE "e„.„ r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - BGIRD ,� Scale: 1/4" tr WARNINGS: GENERAL NOTES, unless otMnvisenoted: -' ,�OREGON tx lv Truss: BGIRD 1.B�ldeand erection contracbrshould beadvised o/.1 General Nobs f.rnbasap,lebased"rayupon the y and Warnings before construction commences. building parameters anew,and is for individual 2.0:4 compression web bracing must be installed where shown a. i ,ps eeoo f coApplicability of design paremebre and proper mponent is the responsibility of the building designer. /O 1 4 2O �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced at /�,� DATE: 11/11/2015 le the responsibility of the erector.Additional permanent bracing or 2'o.e.and at 10'o.c.respectively unless braced throughout their length by % Ui p'1 the overall structure is the responsibility or the budding design.:. continuous sheathing such as plywood sheathing(7C)ired e,, anaor drywan(SC). f'1 L SEQ.: K1526578 4.No bad should be applied b any component until after all bracing end 4.I�rrlh nofn�Auheresbracing tiry ftherespectivent,"ar. %sten.%are complete end at no time should any bads greater than 5.Design eseumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component and are for"dry condBon'ofuse. EXPIRES: 12/31/2015 5.ComWTrus has no control over and assumes no responsibility%r the 8.Design amummfull bearing Nall supporta shown.Shim or wedge g fabrication,handing,shipment end instecammomponents. llation ofcomponen . "e Design es' November 11,2015 This design Is furnished subject tothe limitations one set forthby 7. assumes adpuate drainage is provided. 6. 8.Plates shall be located on both TPIM'CA in SCSI,copies of which will be furnished u rotes of bum,and placed so their upon requeab linin octncide with joint center linea. M:Tek USA.Inc./ComouTrus Software 7.6.7-SP2(1L1-E 9.D^giMioaiwte eine ofu,. '.,dies. This design prepared from computer input by PACIFIC LUMBER: Larry M e LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1-2=( 0) 50 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-50) 15 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -76/ 301V -7/ 47H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -18/ 93V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = 0.003^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL - -0.000" @ 1'- 11.2" 12 6.00 3 -f Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.6, ro Truss designed for wind loads II in the plane of the truss only. M-3x4 0 1 M f O 111a O 1 2►� 9► l y y 1-00 2-00 �� 0 PR OFFS Pc ROVIDE FULL BEARING;Jts:2,4,3 I `C 0, GINE9 sot J 44/ ..�89200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - BJ1 '''� ./� ' Scale: 0.9770 O WARNINGS: GENERAL NOTES, unless otherwise noted: 7L ,�OREGON Truss• BJ1 I.Bobbie and erection contractor should be advised of oil General Notes This design is based only span the parameters ehosm and is foran iw„dual '4//' 9 y 20,E P4•t and Waminge before conawction commences. building component Applicability of design parameters and proper O 14 2.2.4 compression web bracing mast be installed where ebosn.. incerporanon of omponent is the responsibility of be budding designer. 3.Additional temporary bracing to insure stability dying construction 2.Design assumes the top and bottom chords to be laterally braced at MFR R I 0, ie the responsibility of the erector.Additional permanent bracing of 7 oats and at ea10 sacsrespectivelysoot, unless braced(TC)and/or length by C DATE: 11/11/2015 the overall structure is the responsibility of the budding designer. continuo's sheathing such as plywood sheathing(7C)and/or drywall(BC). B.ah Impact badging or Iteral bracing required mere dhow„4 a SEQ.: K152 6 5 7 9 4.No bad should be applied be any component until after all bracing and 4.Irretellation of truss Is be responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes voeees are to be used in a noncorrosive environment TRANS ID: LINK desgnloadsbeappiedtoanycomponent. and arefor•dryconditen.ofuse. EXPIRES: 12/31/2015 5.CompuTns has no control over and assumes no responsibility for the 8.Design assumes full beating e[all supports drown.Shim or wedge t fabrication,handling, m lng,shipmentandinstallationofcompones. ^°mmry November 11,2015 B.This design is rum.nee subject to die limitations set fon by 7.Design assumes adequate drainage is provided. e.Plates snag be looted on both faces of truss,and placed so their center TPINVICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. dte size M:Tek USA.Inc./ComouTrus Software 7.6.7SP2(1L1-E B.Digitsr. ; n,.....,e...�aae°�;�,n�inches. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 2'- 0.0" LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x6 KDDF #1SBTR 1-2=(-29) 13 1-3=(0) 0 SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (BRG SPECIES)) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -133/ 693V -6/ 2311 5.50" 1.03 KDDF ( 625) TOTAL LOAD= 92.0 PSF 1'- 9.2" 0/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) 2'- 0.0" -21/ 44V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ADDL: BC CONC LL+DL= 545.0 LBS @ 0'- 6.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANELTICAL LL DEFLFLEC0.001"I @ITS I'-L=3- .1"O,Allowed80 0.076" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.001" @ 1'- 3.1" Allowed = 0.113" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. rgi122Wind: 190 mph, h=19.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 6.00 -; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. of O M-3x9 0 r, O 111111111111111111a O 0 ,- -1 1' 3 y +545# ��ED PROFFS 2-00 y ��5 NGINEFR SAO (PROVIDE FULL BEARING;Jts:1,3,2 I ' :9200 P E 2.44 9� JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - BJGIRD • � . Scale: 1.0576 �= WARNINGS: GENERAL NOTES, unless otherwise noted; ,�OREGON Truss BJGIRD Builder and erection wntracorshould beedNeedo aAGeneral Nobs I.This deayntobased only upon L �� C/ • and VVamings before construction commences. buddingcornApplicability Pony s paramebreshown and is for r individual / component Apdnt:s the of design paremebre and proper y t11° O 2.2x4 compression web bracing moat be installed where shown+. incorporation of component is the responsibility of the budding designer. O 2 (�� 3.Additional temporary Gating to insure stability during oonsbuctron 2.Design assumes the top and bottom chords to be laterally braced at !1 f_ DATE: 11/11/2015 b the responsibility of the erector.Additional permanent braang or 2 o.c.and at 10.o.o.respectively unless braced throughout their bngm by MFR R 1 L� `J the overall structure is the responsibility of Ca building designer. continuous sheathing such as plywood sheathing(T0)and/or drywall(BC). SEQ. : K1526580 4.Nobadshould beapplied toan 4.In Impact of o therelbrecirprequredwhereshowna y component unlit Baer all bracing and 4.Design as of trues b es re to b belay dins respective contractor. haOen to are e appliteed and at no time should any bade greater Can 5.and Design assumes trusses b be used in a nonconoeive environmerd, TRANS ID: LINK desigComp ia.dabenoconboveran any assn ana.rebr dyandoen of use. EXPIRES: 12/31/2015 5.ConWolns hes no control own and assumes no responsibility for the S Design assumes full bearing at all support shown.Shim or wedge i( fabrication,handling,shipment and Installation of components. ""°"a". November 11,2015 6.This design is tuniahed subject to the limitations set forty by 7.Design assumes adequate drainage is provided. TPINVTCA in SCSI,cobs of which will be furnished upon 8.Rates shallcilocated n on both faces of truss,aplaced so theirtheircenter Prequest. lines coincide with joint canter lines. g MiTek USA.Inc./ComouTrus Software 7.6.7(1 Ll-E Digits indicab size of pate in inches.M Na Lcp_ Cno_�owr rtur..r This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 6'- 2.0" ICONS. 2: Design checked for net(-5 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 psf) uplift at 29 "oc spacing. SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT �= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.9ft, 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=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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3-01 3-01 T 12 6.00 12 Q 6.00 IIM-4x4 3 o O _ I / ////////!//i/z/i/1/////////////////1 x/x!/zz /// M-3x4 M-3x4 k y 1-00 6-02 y y 1-00 REo PRQFF \c(511/4: �NGI NEF9 s/O 2 :9200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - Cl Scale: 0.6368 WARNINGS: GENERAL NOTES, unless otherwise noted Truss C1 1.Builder and erection contractor should be advised of all General Notes 1.Thiadesignlebased only upon the parameters shown and fsbranindividual 7 �1 OREGON andWemirga before oonebunton commences. building component.Applicability of design paremebrs and proper h. 2.a4 compression web bracing mart be installed where shown+. Z Design of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction sign assumes the top and bottom chords to be laterally braced at •1/4.0, Y2�� le cine responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 o.4 respectively unless braced throughout their length by DATE: 11/11/2015 the overen atrtctrae le the reaponsibiley orae beetlingdesigner. continuous sheathing such as plywood sheathing(TC)anmor drywell(Be). 4,1R R I LA, 3.a Impact bridging or labral bracing required where shown«+ SEQ.: K152 65 8 2 4.No bad should ba applied to any component until after ell bracing and 4.Ineallation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are b be used in a noncorrosive environment. TRANS ID: LINK design loads be applied to any component and are for"dry condition'of use. 5.CompuTnts has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.ankh or wedge t fabrication.handling,shpmentand instelletionofcomponents. n. a" EXPIRES: 12/31/2015 9.Pis design is furnished subject to the limitations sat forth by 8.DePiesign assumes on November 11,2015 TPIIW1 CA in BCSI,copies of whits will be furnished upon8.bees n shall be locatedjoint center born faces of truss,end placed se their center request fines coincide with center lines. MiTek USA,Inc./CompuTrus Software 7.8.7-SP2(1 L)-E 9.Digits indicate size of pate in inches. 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 6-02-00 GIRDER SUPPORTING 32-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF STAND LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2130) 960 1-4=(-378) 1819 9-2=(-398) 1902 BC: 2x6 KDDF SS 2-3=(-2130) 460 9-3=(-378) 1814 WEBS: 2x4 DF STAND: LOADING 2x9 KDDF STAND A LL = 25 PSF Ground Snow (Pg) TC UNIF LL( TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 3801.2)+DL( 279.2)= 660.5 PLF 0'- 0.0" TO 6'- 2.0" V LOCATIONS REACTIONS RT REACTIIONS SIZE SQ.IN. BRG(SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. 0'- 0.0" -494/ 2234V -29/ 29H 5.50" 3.57 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 2.0" -494/ 2234V 0/ OH 5.50" 3.57 KDDF ( 625) Jam, REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. 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. Iry.- 9" oc in 1 row(s) throughout 2x4 top chords, OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL80 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.009" @ 3'- 1.0" Allowed = 0.263" MAX TL CREEP DEFL = -0.019" @ 3'- 1.0" Allowed = 0.350" 3-01 3-01 MAX HORIZ. LL DEFL = 0.002" @ 5'- 8.5" I f T MAX HORIZ. TL DEFL = 0.009" @ 5'- 8.5" 12 12 6.00 Q 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, Truss designed for wind loads q Qrr in the plane of the truss only. 2 it la M-5x10 !iM5b0 141411141hisp ro lPillPo ® �� of 1111.--- 14 is..-=.0‘ 1 CI M-3x6 J. l l 3-01 3-01 J. l 6-02 r83g) NGPE ,4 `SiO9200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - CGIRD diopScale: 0.5983 - li' / WARNINGS: GENERAL NOTES, unless otherwise rated; IP tr Truss: CGIRD 1.Balder and erection contraciorshould beadvised ofall GenarelNatos This design abased only upon the parameters arowand infor en;m;Ndel -9 OR EGON and Warnings before construction continences. buedng component.Applicability of design peremetera and proper / L� 2.254 compression web bracing must be installed where shown+. incorporation of component is the reaponsibjbty of the building designer. �<)�4 1' O1 4'\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the by and boffin horde to be laterally braced at ( 2 is the responsibility of the erector.Additional pernronant bracing of o5 o.e.and,our at tie o.c.respectively unless braced(TC)en throughout their ell(B by /e s (]� DATE: 11/11/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).3 �`R R i�� V No bad should be applied b any component until after all bracing and 4.lute Impact SEQ.: K1526583 4. on of trues is the responsibility of the respective contractor. fasteners are complete and atnotime should ergloads greater than 5.Design assumes busses are tobeused inanon-000nejue env en ment TRANS ID: LINK design loads beapplied to any component anderefor•drycondition•ofuse. 5.Conmum.puTrus hes no control over and mum. reeporribbity for the e.Design a�"" M1 bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. nacossory. d. 8.This design isfurnished subject to the timihtionsset fortby r Design h�"bMlcde�"othNoesnage opbussen November 11,2015 B.Plates incl ablocated one ter laces of buss,and laced co their contor TPINVTCA in SCSI,ropes of which will be furnished upon request linea cdndde with joint prier lines. MiTek USA,IncJCompuTrus Software 7.8.7-SP2(1 L)-E 9.Digits indicate site of pleb in inches. 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 32'- 6.0" 'COND. 2: Design checked for net(-5 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 psf) uplift at 29 "oc spacing. BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. compr to specifics gable end detail for complete specifications. 16-03 16-03 12 6.00 p IIM-4x4 12 00 'C:] 6.00 MM o o ova M-3x5(S) M-3x4 i M-3x4 l l ol ,I• 14-03 18-03 �GD PR�1FF 32-062 89200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - D1 ' �. Scale: 0.2639 'SO , �I — WARNINGS: GENERAL NOTES, unless otherwise noted: O /}. Truss D 1 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon Re parameters shown and is for an individual �p ,�OREGON /`'i- end K4mings won,oonsbUtilon commeroes. bolding component Applicability of design parameters and proper /- t' N, 2.Dtd compression web bating runt be installed where shown+, incorporation of component is the responsibility of the bolding designer. 7/ �~ •\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end oely v chords to be laterally braced at is e7 / 14 2Q �� DATE: 11/11/2 015 is the responsibility of the erecter.Additional permanent bredrg of 7 0.0.and at 1a o.e.respectively unless braced throughout their length by //��. tie overall structure is the reupareibEly of the building designer. continuous sheathing sing or uch as plywood re aired e s and/or drywell(BC). �`R R I I= SEQ.• K1526584 4.arlmpaabnatusshatheresponsigtyoftedwhereanawn++ 4.No bed should be apples to any component until after all bracing and 4.Installation of Rues le the responsibility of the respective contractor. teetanens are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorresive environment TRANS ID: LINK designloadsles applied 10 anycomponsM. and are br'dry condition.of use. 5.l:anpuTnn has no control over and assumes no responsibility for the S.Design assumestullbeating.tall supports shown.Shim or wedge d EXPIRES: 12/31/2015 fabrication,handing,shipment and installation of components. Designmamary' th by6.Design assumes adequate arsine 6.This design is famished subject to the limitations set forth by °B is provided. pNovember 11,2015 8.wales shall be located on both tacos of truss,and aced so their center TPINVrCA in BCSi,copies of which will be furnished upon request. Imes coincide with joint center lines 9.Digits indicate size of pate in inches. MiTek USA,IncJCompuTms Software 7.8.7SP2(1 L)-E 10.For basic connector plate design sabres see ESR-1311,ESR-7988(Weir) This design prepared from computer input P by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" TC: 2x4 KDDF #1SBTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2392) 524 1- 9=(-399) 2036 2- 9=(-290) 190 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-2167) 495 9-10=(-256) 1710 9- 3=( -33) 423 s 2x4 DF STAND A 3- 4=(-1536) 427 10-11=(-271) 1718 3-10=(-608) 225 LOADING 4- 5=(-1538) 418 11- 7=(-387) 2032 10- 4=(-224) 1016 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-2165) 469 10- 5=(-610) 226 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2388) 493 5-11=( -9) 408 BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 7- 8=( 0) 50 11- 6=(-231) 163 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 1: Heel to plate corner = 4.50" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -182/ 1365V -175/ 169H 5.50" 2.18 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 6.0" -226/ 1483V 0/ OH 5.50" 2.37 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.104" @ 16'- 3.0" Allowed = 1.579" MAX TL CREEP DEFL = -0.210" @ 16'- 3.0" Allowed = 2.106" MAX LL DEFL = 0.002" @ 33'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 33'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.045" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 16-03 16-03 fTruss designed for wind loads 12 M-4x6 12 in the plane of the truss only. 6.00 4.0" `,Q 6.00 4`d/ dfor wio t T ew I o M-3x6 M-3x4 0.25" M-5x8(S) M-3x4 M-3x5 0 ��NG N FFS`r� 0 l 32-06 1-00 �� 1 89200PE �r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - D2 Scale: 0.1910 Q .l� ..:•• WARNINGS: GENERAL NOTES, unlessoCrrwise noted; 4r Truss: D2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based any urns the parameters shown and is for an individual -17‘... � 4.1 O ON /tel and Wan ings before conabuction commences, building component Applicability of design parameters and proper L,,, 2.2x4 compression web bracing must be installed where shown+. incorporation of component h the responsibility of the building designer. Y 2Ca��a •'\ 3.Additional temporary bracing to insure stability during conduction 2.Design assumes the top and bosom Morris to be laterally braced at ,�O 14 4' P is the responsibility of the erector.Additional permanent bracing of 2'oh.and at ea o.c.mob a vely unlace braced Throughout theta nll(B by �y DATE: 11/11/2015 the overall structure is the recontinuous ahl ming such as plywood sheathing(TC)and/or drywall(BC). V responsibility of building designer. 3.2r Impact bridging or lateral bracing required whore shown++ FR R I�� SEQ.: 1<1526585 4.No bad should be applied to any component until after all bracing and 4.Installation of trues 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 I D: LINK design loads be applied to any component. and are for.dry condition'of use. 5.CampuTrus has no control over and assumes no responsibility for the 8.Design sesames full bearing at all supports shown.Shim or wedge if EX P I R E S: 1 2/31/201 5 fabrication,handling,shipment and installation of components. necessary. 6. byThis design lefurnished subjecttoA.limefationsset fore, 7.Design Boss.a. November 11,2015 8.Plates shall be located on befit faces of trues.end placed so their center TPIM/fCA in BCSI,mpies of which will be furnished upon request Ines coincide with joint center linea. MiTek USA,Inc./CompuTrus Software 7.6.7SP2 1 L-E 9.age indicate size of plate in lecher 10.For basis connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by ' PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2393) 524 1- 8=(-400) 2037 2- 8=(-234) 188 WEBS: 2x4 KDDF STAND; SPACED 29.0" O.C. 2- 3=(-2168) 493 8- 9=(-273) 1720 8- 3=( -29) 414 µ 2x4 DF STAND A 3- 4=(-1539) 426 9-10=(-270) 1720 3- 9=(-612) 225 LOADING 4- 5=(-1539) 426 10- 7=(-403) 2037 9- 4=(-222) 1013 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2168) 493 9- 5=(-613) 225 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 6- 7=(-2393) 524 5-10=( -29) 415 TOTAL LOAD = 42.0 PSF 10- 6=(-234) 188 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 1, 7: Heel to plate corner = 9.50" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 1365V -167/ 167H 5.50" 2.18 KDDF ( 625) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 32'- 6.0" -184/ 1365V 0/ OH 5.50" 2.18 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = -0.104" @ 16'- 3.0" Allowed = 1.579" MAX TL CREEP DEFL = -0.210" @ 16'- 3.0" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.045" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 16-03 16-03 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-08-12 5-02-04 5-04 5-04 T (All Heights), Enclosed, Cat.2, Ex B, MWFRS(Dir T5-02-04 5-08-12on p' 12 T f f T I T Truss ddesigned ffor owind 6loads 6.00 � M-4x6 12 in the plane of the truss only. Q 6.00 4.0" 9 .IS( J M-3x4 M-3x9 3 \ * M-1.5x3 2 IIIIIIIIIIIIIIIIIP.M-1.5x3 o A a 0� A o I 1+* 8 9 aY X41 �(I o M-3x6 M-3x4 0.25" lu I o M-3x4 M-3x6 I o M-5x8(S) k 8-04-12 y )' 7-10-04 y 8-04-12 ,1 �9,c0 PRocpS y y 7-10 -04 � ‘AGINE F9 s,�2 32-06 LS? 9200 -9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - D3 .1111111Pj Scale: 0.1991 - WARNINGS: GENERAL NOTES, unless otherwise noted: leCr TrussD 3 1.Builder and erection contractor should be advised of aN General Notes 1.This design re based only upon the parameters shown and is for an individual v' A.OREGON and Warnings before construction commences. building component ApplbabNty of design parameters and proper r� ii,"tt 2.Hct compression web tracing moat be irhsrlbd where shewrh*. incorporation of component is the responsibility of the beildrg designer. A~ '\ 2.Design assumes the top and bottom chants to be laterally braced at 3.Additional temporary bracing to insure stability during construction �O �Y 14 r A O` is the responsibility of the erector.Additional permanent bracing of7 Ac.entl at 10'c.c.reaPsctivelY unless bracedth throughouttheirlength by 4 �P DATE: 11/11/2015 the omen shuct re is the responsibility of the buiblrg designer, continuous ridging or aura as plywood airewhere w ere s andor drywall(BC). �`R R I% SEQ. K1526586 3.aImpae bdagingatelateralbrednpregakeawn.resnow .. 4.No bed should be applied b any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment TRANS ID: LINK design loads be applied r any component and are br'tlry condition*of use. 5.CompuTms has no control over and assumes no reeponsibdty for the 8.Design esarnhes full bearing at all supports shown.Shim or wedge if fabrication.handling,shipment and installation of components. 1NOB Design assumes EXPIRES: 12/31/2015 8.This design is fhxnieed subject to the limitations set forth by 7 laes Mgbelocaed on both th ge of hues, provided. November 11,2015 TPIM/fCA in BIS),copra of which will be furnished upon requeste.Piers atoll be located e bon faces of truss,and placed so their center lines coincide with joint center lines. 9.Digits incitar size of plate in inches. MITek USA,Inc./CompuTrus Software 7.8.7SP2(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(Monk) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1- 2=( 0) 50 2-10=(-356) 2031 3-10=(-236) 166 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2388) 488 10-11=(-292) 1709 10- 4=( -13) 417 3- 4=(-2164) 466 11-12=(-261) 1709 4-11=(-606) 225 LOADING 4- 5=(-1535) 419 12- 8=(-379) 2031 11- 5=(-219) 1018 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1535) 419 11- 6=(-606) 225 6- 7=(-2164) 466 6-12=( -13) 417 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF 7- 8=(-2388) 488 12- 7=(-236) 166 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PIF 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" -224/ 1479V -177/ 1778 5.50" 2.37 KDDF ( 625) 32'- 6.0" -224/ 1479V 0/ OH 5.50" 2.37 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.104" @ 16'- 3.0" Allowed = 1.579" MAX TL CREEP DEFL = -0.210" @ 16'- 3.0" Allowed = 2.106" MAX LL DEFL - 0.002" @ 33'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 33'- 6.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.045" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 32'- 0.5" 16-03 16-03 5-09-05 5-02-13 5-02-13 5-02-13 5-02-13 5-09-05 Design conforms to main windforce-resisting T 12 T f f f T f system and components and cladding criteria. 6.00 M-9x6 12 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 5 .h( Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 M-1.5x3 i /1100, M-1.5x3 ro / ro0 c It 1 o o r -3x5 M-3x4 11 1- 12 8 o 0.25" M-3x4 M-3x5 1 o M-5x8(S) y `��) PRO/ l y y l 1 1 8-04-12 7-10-04 7-10-09 8-04-12 l y �5� NG'INEF,9 `r�0 1-00 32-06 1-00 ��/ :9200 9r JOJOB NAME •. 17 8 55 WESTWOOD PL2 62 6-B HOGGANS PARK - D4 Scale: 0.1834 WARNINGS: Air/� GENERAL NOTES, unless otherwise rated: 11. /}. TrussD4 1.Builder and enaction contactor should be advised of all General Notes 1.This design 6 based only upon Be parameters shown and is for an individual 7L A-OREGON `. '` • and Warnings before construction commences. butting component Applicability of design parameters and proper -✓J 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chorda to be laterally braced at /O .4Y -14, 2O�A+ 3.Additional tempo/by bracing to insure stability during consbuction ta the responsibility of the erector.Additional permanent bracing of 7 o.c.and at id o.c.respectively unless braced throughout their length by � `_ DATE: 11/11/2015 the overall structure is the responsibility m ility me building designer. continuous ndg:ng n9 such as plywood sheathing(TC)armor arywan(Bc). �`R R I L� or lateral bracing k. SEQ. : K15 2 65 8 7 4.No bad ahoud be applied b any component until alter all bracing and 4.Installation of truss is the responsibility ofiti�e where shown ba fastener are complete and at no time should any loadsraapacrsi contractor. greater,Hera 6.and assumes trusses use.be used in a non-corrosive environment, TRANS ID: LINK deaignloaaebeappiedm.nycomponent. and aretor•aryandman•ma.e. 6.CompuTnn:has no control over and assumes no responsibility for the 8.Designassumes full bearing at all opposite shown.Shim or wedge d EX P(RES: 1 2/31/201 5 tabricetion,handling,shipment and installation of components. 7.paean assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set fortin by 8.Plates shell be located on both faces of Ms,end placed so their center November 11,2015 TPIMTCA in 6151,copies of which will be furnished upon request lines coincide with joint center lines. MITek USA,Inclt:ompuTms Software 7.6.7SP2(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(MTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 1- 2=( 0) 50 2-10=(-107) 566 2-11=( -466) 2503 15-16=(-237) 1629 WEBS: 2x9 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-3569) 702 11-12=(-622) 3289 10-11=( 0) 37 6-16=( 0) 259 2x4 KDDF #1&BTR A; LOADING 3- 4=(-2450) 486 12-15=(-314) 2116 11- 3=( -71) 687 16- 7=(-902) 127 2x4 KDDF STUD B 4- 5=(-1648) 926 13-14=( 0) 0 3-12=(-1173) 317 7-17=( 0) 226 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1606) 433 14-16=( -12) 81 12- 4=( 0) 419 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 POP 6- 7=(-1989) 453 16-17=(-356) 2057 4-15=( -881) 259 BC LATERAL SUPPORT <= 12"0C. DON. TOTAL LOAD = 42.0 PSF 7- 8=(-2920) 462 17- 8=(-359) 2060 15- 5=( -220) 1065 8- 9=( 0) 50 19-15=( 0) 85 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) 15- 6=( -496) 187 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 2: Heel to plate corner = 1.50" 0'- 0.0" -224/ 1479V -177/ 1778 5.50" 2.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 32'- 6.0" -229/ 1479V 0/ OH 5.50" 2.37 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 = -0.147" @ 9'- 3.4" Allowed = 1.579" MAX TL CREEP DEFL = -0.298" @ 9'- 3.9" Allowed = 2.106" MAX LL DEFL = 0.002" @ 33'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 33'- 6.0" Allowed = 0.133" 16-03 16-03 MAX HORIZ. LL DEFL = 0.089" @ 32'- 0.5" f ,r 2-05-08 6-11-10 fMAX HORIZ. TL DEFL = 0.148" @ 32'- 0.5" 6-09-14 4-11-08 5-03-10 5-11-14 T T T T 12 6.00 M-4x6 12 Design conforms to main windforce-resisting Q 6.00 system and components and cladding criteria. 4.0" 5 4S( Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3.1" End sdesial(s) are exposed to wind, M-3x9 Truss designed for wind loads M-3x4 6 in the plane of the truss only. M-3x9 M-3x4 ro M-4x12 + Clo - m t 'r-a11�^ 11 O 12 c, o;-� 0 0 10 1I M-3x9 -IP 1 M-5X10 0 13 19 16 17 �'_8 o o M-1.5x3 M-6x8 M-1.5x3 M-3x5 1 M-1.5x3 M-5x8 0 l 1 1 y y l y 2-03-12y 6-09-14 4-07-14 2-05-08 5-01-04 5-03-10 y 5-10-02 y y �� p PR pFFs 1-00 2-05-08 11-04 18-08-08 00 ��5� �NGINEFR �'i� J• l 2 J' y 16-01-04 2-03-12 16-04-12 1-00 32-06 i oo 1 9200P -9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - D5 111111111 Scale: 0.1584 1 CC WARNINGS: GENERAL NOTES, unless otherwise noted: 7L 47,OREGON tiv Truss• D5 1.Builder ands action contractor should be advised of all General Notes i.This design is based only upon the peramebns shown and is for an indv dual and VVamkngs batons construction commences. building component.Applicability of design parameters and proper 2. �O '�Y 14, r" �Q'�" 2x4 compression web bracing must be installed where shown a, incorporation of component is the responsibility of the building designer. 3.Additional tampons"bracing to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional pemsnent bracing of Y o.c.and at td o.c.respectively antras braced throughout their length by 'R R'1 DATE: 11/11/2015 the ovenswu n structure Nthe responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)anruor dtywen(BC). a- SEQ. : 1<15 2 65 8 8 3 2x Impact bndgire or labial bracing required where shown++ 4.No bad should ba applied to any component until after all bracing and 4.Installation of tons b the responsibility of the respective contractor fasteners are complete end at no time should any bads greater than 5.De6gn assumesbussas are to be used in a noncorrosive environment TRANS ID: LINK design loads beap9kedto any component and are for•drycondition.ofuse. EXPIRES: 12/31/2015 5.CempuTns has no control over and assumes no responsibility for themmm 8.Design assumes nun bearing at all supports shown.shim or wedge 9 fabrication.handling,aNprnont and installation of components. Design" November 11,2015 B.Thb design is furnished wbjeato Sr.limitations set forth by 7. assumes adequate drainage is provided. TPIMyrCA in SCSI,copies of which will be furnished upon8.Plates shall be located oboth races of ww truss,and paced their center request lines coincide with joint cee nter lines. MiTek USA.I nc./ComouTrus Software 7.6.7(1 L)-E 9.Digits,,,;ct`giesize °f a in inches. Ne Harz,,,,cco_,oaa,..true This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 32`- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-116) 566 2-10=( -515) 2504 14- 6=(-497) 187 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-3570) 732 10-11=(-683) 3290 9-10=( 0) 37 14-15=(-236) 1631 2x4 KDDF #1&BTR A; 3- 4=(-2451) 499 11-14=(-352) 2117 10- 3=( -84) 687 6-15=( 0) 259 2x4 KDDF STUD B LOADING 4- 5=(-1649) 426 12-13=( 0) 0 3-11=(-1174) 334 15- 7=(-406) 154 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1607) 444 13-15=( -12) 81 11- 4=( 0) 414 7-16=) 0) 226 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1991) 471 15-16=(-378) 2062 4-14=( -881) 261 BC LATERAL SUPPORT <= 12^OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2924) 496 16- 8=(-376) 2064 14- 5=( -223) 1066 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 13-19=( 0) 85 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -226/ 1483V -169/ 175H 5.50" 2.37 KDDF ( 625) JT 2: Heel to plate corner = 1.50" 32'- 6.0" -182/ 1365V 0/ OH 5.50" 2.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans 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 = -0.148" @ 9'- 3.4" Allowed = 1.579" MAX TL CREEP DEFL = -0.298" @ 9'- 3.4" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.090" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.149" @ 32'- 0.5" 16-03 16-03 12 4 Design conforms to main windforce-resisting 6.00 M-4x6 12 system and components and cladding criteria. 9.0" 46.00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4`iNilitiooliiiiiiiiititiiiiiiiiiim( (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. ,,M-3x4 M-3x4 o M-3x9 M-3x9 M M-4x12 ' m-3 x4 0 ' B -. 4.c o M-5x10 M-1.5x3 M-6x8 M-1.5x3 M-3x5 ** M-1.5x3 M-5x8 0 l l y y 1-002-05-08 11-04 18-08-08 )' ,`°Q•E� P R Qp 1 16-01-04 y y y 5 GIN `, J• l 2-03-12 16-04-12 v- ` EFi9 4".!1! 1-00 32-06 )• Qt 89200PE r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - D6 Scale: 0.1910 WARNINGS; GENERAL NOTES, orammotherMserated: YG OREGON w. Truss: D 6 1.Builder and erection contractor should be advised dal General Notes 1.The design is based only upon be parameters shown end is for en individual 1�y /� and Naming'before construction commences. budding component Applicability of design parameters and proper /O y 1 , (�O�� 2.204 compression web bracing must be installed where shown*. i ryoration of component is the responsibility of be budding designer. !� 3.Additional temporary biscirg to insure stability during construction 2.Design assumes the top and bosom chorda to be laterally braced a[ DATE• 11/11/2015 C the responsibility of the erector.Additional permanent bracing of z o.c.and at to o.c.respectively s p9'unless braced throughout their length by ��'f the wend structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drrvnll(BC). l� SEQ.: K 15 2 65 8 9 4.No bad should be applied m any component until after all bracing end 4.InteImpact ebon of bras is the responsibility of the respective contractor. teetenem are complete and W no time should any bads greater than 5.Design assumes busses are t be used in a rancormdve environment, TRANS ID: LINK de.gnleadabe.Ppiedteanycamponet and arefor•drycondition•ofuse. °n" EXPIRES: 12/31/2015 5.Compurns has no control over ane assumes no responsibirdy for the 6.Design sign assumes lull beating at all supports shown.shim or wedge if fabrication,hand sfdpment and installation of oomponenW. �°^°" November 11,2015 6.This furnished eubjactfo the limitations set forth by 7.Design assumes adequate drainage is provided. TPINWTCA in SCSI.copies of which will be furnished upon request S Piss coincid.Plates shall e with joint center lines. located on both fares of Wad,and placed so'heir center 8. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1L)-E n.o...d/mteroi,a of pare Mi...,,s This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" TC: 2X9 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-389) 2032 3- 9=(-236) 165 WEBS: 2x4 KDDF STAND; SPACED 29.0" O.C. 2- 3=(-2388) 493 9-10=(-271) 1710 9- 9=( -13) 417 2x9 DF STAND A 3- 9=(-2165) 970 10-11=(-260) 1710 9-10=(-606) 225 LOADING 9- 5=(-1536) 919 11- 8=(-902) 2036 10- 5=(-226) 1019 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1536) 427 10- 6=(-608) 225 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. 6- 7=(-2167) 995 6-11=( -33) 923 TOTAL LOAD = 42.0 PSF 7- 8=(-2392) 524 11- 7=(-240) 190 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 8: Heel to plate corner = 4.50" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -226/ 1483V -169/ 175H 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 32'- 6.0" -182/ 1365V 0/ OH 5.50" 2.18 KDDF ( 625) ** For hanger specs. - See approved plans '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 = -0.109" @ 16'- 3.0" Allowed - 1.579" MAX TL CREEP DEFL = -0.210" @ 16'- 3.0" Allowed = 2.106" MAX HORIZ. LL DEFL = 0.095" @ 32'- 0.5" MAX HORIZ. TL DEFL = 0.075" @ 32'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 16-03 16-03 load duration factor=l.6, Truss designed for wind loads f ,r 12 f in the plane of the truss only. 6.00 M-4x6 12 4.0" 46.00 4=h( M-3x4 M-3x4 M-1.5x3 lee\ )1000. M-1.5x3 co 0 w A o o y y M-3x5 M-3x4 M-5x8(S)0.25„ M-3x4 M-3x6 o ** of �`5 `G FPRoF�,tr/ 1 00 32-06 ). ,V,\ �N �� O?/ 89200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - D7 Scale: 0.1910 �� - . WARNINGS: GENERAL NOTES, unless othervnse noted: O /yr Truss: D 7 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based on9 upon the parameters shown and is for an individual �/ ,�OREGON `l and Waminps before eonebudion commence. buildn9 component Applicability of design parameters and proper 4 (�/ 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. q 2.0 4'` 3.Additional temporary bracing to insure stability during construction 2.Design assumeso n top and bottom chords to be laterally braced et /O • ,i' is the responsibility of the erector.Additional pemrnent bracing of Y oc.and at as o.e,snob a ply unless braced throughout tie's length by /71 -Ii �S� Y dP DATE: 11/11/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)amgor drywan(BC). a y� �J SEQ. : K 15 2 65 9 0 4.No load should be applied to any component until after all bracing and 4.Installation boftruss tging or he res bracing hhe a where oson.cbr. �R�+- 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 I D: LINK design bads be applied to any component and are for•dry condition'of use. 5.CompuTnn has w canted over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. "a e,gr as 6.This design is furnished subject tothefmibtioneset forth by 8.Design onassumesadequatedrainageistruss. November 11,2015 S.lines coincide a located e both tacos of buss,and paced so their center TPINVTCA in SCSI,copies of which will be furnished upon request linea cdnatle with joint center linea. MiTek USA,IncJCompuTrus Software 7.8.7-SP2(1 L)-E 9.Digits indicate size of pate in inches. 1o.For basic connector plate design values see E513-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 32'- 6.0" (COED. 2: Design checked for net(-5 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 psf) uplift at 29 "oc spacing. SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE Wind: 140 mph, h=23.2ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=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 DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to spo ecifics gable end detail for complete specifications. 16-03 16-03 12 6.00 p M-4x9 12 3 Q 6.00 M O ® O I -°:— I O M-3x5(S) M-3x4 0 M-3x4 l i' 14-00 D PR L 18-06 �� Ot/ 1-00 32-06 G,\5� t��71INF`L. sO 44/ t 920 -9� JOB NAME : 17855 WESTWOOD PL2626—B HOGGANS PARK — D8 Scale: 0.2634 /� a. WARNINGS: GENERAL NOTES, unless oMerwiae noted; • /�,w Truss: D 8 1.Balder and erection conbactor should be advised of all General Nobs 1.This design's based only upon the parameters shown and is for an individual yL ,"OR EG O N `l and Wamings before construction commences, builtbng component Applitabtiity of design parameters and proper a� 2.204 compression web bracing must be instilled where shows+, incorporation of mnWonent is the responsibilby of the buildng designer. v` 3.Additional temporary bracing to rows etebday during construction n 2.Design mucosa the top and bottom chords o be laterally braced at ��M y 14 e 2°�P+� DATE: 11/11/2015 is the responsibility of the erecter.AddOonel permanent bracing of 7 o.c.and at 10'5.0.respectively unless braced throughout their length by the overall structure is the responsibility or the building designer. continuous sheathing sor uchal a°plywood ng(T s andbr tlrywall(BC). ` I L. SEQ.: K152 65 91 4.No load ehold be applied to any component until after all bracing and 4.InstallationZrr of ct bridging is the responaib l'dyrequired tiie sap;w oomr;cror ,/17 fealenere are complete and at no time should any loads greater Man 5.Design assumes busses are b be used in c con sssoaive environment. TRANS I D: LINK design loads be applied to any component and are or"dry mrd en of 5.ConpuTnre has m control over and easumes no responsibility for Me 6.Design assumes/WI bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. nemseary. bnage oth EXPIRES: 12/31/2015 6.This design is furnished subject to the Rmitabonsset Mrthby 7.Plot es hallassube b locatedonotests iopmssen November 11,2015 TPIMTCA in SCSI,coplea of whorl,will be famished upon request. S.Plines odnp'de with pint cord.,I e oitruss,and placed sa their soler MiTek USA,InclCompuTrus Software 7.6.7-SP2(1 L)-E 9.Dtlits indicate size of plate in inches. 10.For basic mretecto,pleb design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 32'- 6.0" . TC: 2x4 KDDF #1&BTRIBC 2012 MAX MEMBER FORCES 4-l894)/Cg=1.00 BC: 2x4 #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 9=(-7764) 8905 9- 3=(-1894) 2296 15- 7=(-697) 338 2x4 KDDFDF 2 #1&00F TRB2 SPACED 24.0" O.C. 2- 3=(-3232) 1440 9-10=(-7058) 8063 3-10=(-3642) 3174 7-16=(-435) 528 WEBS: 2x4 KDDF STAND; 3- 4=(-3214) 2609 10-13=(-3906) 4440 10- 4=( -314) 649 2x4 KDDF STUD A LOADING 4- 5=(-2328) 2236 11-12=( 0) 0 4-13=(-1774) 1205 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1690) 1602 12-14=( -318) 302 13- 5=(-1289) 1253 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3490) 3910 14-15=( -318) 302 12-13-) -11) 56 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4762) 4935 15-16=(-3196) 3052 13- 6=(-2665) 3248 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 16- 6=(-3183) 3042 13-15=(-2689) 2365 6-15=(-2989) 2195 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) n a anced live loads have been 0'- 0.0" -1555/ 2043V -8125/ 8125H 5.50" 3.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 19'- 11.5" -9/ 169V 0/ OH 150.50" 0.27 KDDF ( 625) considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21'- 6.0" -1781/ 2991V 0/ OH 150.50" 4.79 KDDF ( 625) 26'- 7.9" -415/ 539V 0/ OH 150.50" 0.86 KDDF ( 625) 32'- 6.0" -2215/ 2294V -8125/ 8125H 150.50" 3.67 KDDF ( 625) + LATERALLY BRACE TO ROOF DIAPHRAGM ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.272" 9 2'- 8.2" Allowed = 0.975" MAX TL DEFL = -0.306" 0 2'- 8.2" Allowed = 1.300" 16-03 16-03 fMAX HORIZ. LL DEFL = 0.200" 0 32'- 2.8" 2-09 6-08-02 6-09-14 9-11-08 5-03-10 5-11-14 MAX HORIZ. TL DEFL = 0.217" 9 32'- 2.8" f f 1' 1' f 1 f 12 6.00 2 M-9x6 12 OND. 3: 250.00 PLF SEISMIC LOAD. Q6.00 4•�n Design conforms to main windforce-resisting system and components and cladding criteria. 5 4..4. NI% Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-6x6 load duration factor=1.6, M-3x9 w Truss designed for wind loads in the plane of the truss only. ,M-3X6 M-3x10 r1 M-5x16 .: ■ 10 0 mow. _ 0 2 -M-6x6 I = _._....._................! l 0 M-3x4+ M18HS-7x19 0 u M-3x5 14M-gx8 M-1. x3 0l M-3x9+ M-7x8 M18HS-3x18 0 0 3.00 ) 112 ). l ) 1 1 J, 2-05-08 6-08-02 4-07-14 2-05-08 5-01-04 5-03-10 5-10-02 y ��Ep PROFFS 1-00 2-05-08 11_04 y y l 1 18-08-08 c NGINEF cS'jO 16-01-09 2-03-12 y C? v 7 /fj y 1, 16-09-1z 1-00 32-06 J, Q-ci 89200PE -9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - DDRAG '.4110-. Scale: 0.1517 C3Q WARNINGS: GENERAL NOTES, unlessothenvise,oted: 7 2J OREGON Trus s DDRAG 1.Builder end erection contractor should be advised of all General Nobs 1.This design is based only upon the parameb,s shown end is for an individual G N. '4- • and Warnings before construction commences. butiding componat.APplicabiliy of design paremeb,s and proper /O -7�/ 1 w, n O T 2.204 compression web bracing must be instilled where shown.. inooryoration of component is the responsibility of the building designer. 'Y ( Q(' 3.Additional bmpwary bradrg to insure elebiliry during conabuction 2 Design assumes the top and bottom chords to be laterally braced et V f_ is the responsibility of the erector.Additional permanent Inning of 2 o.c.and M 10'o.c.,eepectivey unless braced throughout their length by MFR�'I v DATE: 11/11/2015 the oven'structure is be reapo,eibility of the building designer. c"n'b'uous sheeting cruel,as plywood sheathing(TC)and/or drywahl(SC). !� L SEQ. : K15265 9 2 4.No load should be applied m any component until after all bracing and 4.Installation of ah ng is the breresppoonsbiliysff t rwhere espective. fasteners are couple%end et no tine should any bads greater than 5.Design assumes busses are to be used in a ronoonosive environment, TRANS ID: LINK deegnbadabeappledbemwm errant and are for'drycondition.ofuss. and EXPIRES: 12/31/2015 s.CompuTnre Ms no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end installation ofcomponerts, "°°°'°a" November 11,2015 6.This design is/urnieh.d subject to the Gnibtions set form by S.7.Design assumes adequate drainage is provided. This d eCA in SCSI, Plates shell be located on both rocas oiling,end placed so their center copies of which wit be bmished upon request lines coincide with joint center lines. ate MiTek USA.IecJComcuTrus Software 7.6.7SP2(DLl-E ,o Di initiate ..•.ss,,,°.d in inches.1_.•ell cco_,m,Asa-,one ne,r,u: This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'— 10.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting e TC LATERAL SUPPORT 0= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 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 = 92.0 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 DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to complete specifspecifrus gable end detail for ications. 6-05-04 6-05-04 12 T 6.00 p IIM-4x4 12 Q 6.00 3 I,.1 2 o m rh —fo I 1 / //////////////////////////////////////////////////////////////////////////////////////////////// // I 0 0 M-3x4 M-3x4 .1 l 1-00 12-10-08 y y ��c E0 P R oFFS.S' so. ,NGINEFR /e 89200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - El Scale: 0.5984 =�j WARNINGS: GENERAL NOTES, unless otherwise noted: t/ Truss: E 1 1.Bolder and erection contractor should be advised of all General Nobs 1.This design is based only upon B.parameters shown and is for an individual •7, OREGON ens Waminps before construction commences. budding component Applicability of design parameters and proper 2.2s4 compression web bracing must be installed where shown+, incorporation of component is the responabilNy ache budding assigner. A N� 3.Additional temporary bracing to insure stability during construction 2.DesSon. assumes the top and boffin horde to he laterally braced at /O 14, �O'2 is the responsibilay of the erecter.Additional permanent bracing of Y o.c.and at 10 o.e.respectively unless braced throughout tiros length by DATE: 11/11/2015 the overall.85515,eisthe ro cobiped.heanoratrabnsgra dwheressmearayw.n(Bc>. MF�RI`� responsibility of buklirg designer. 3.2a Impact bridging or lateral bracing plywood sheathing(7G) shown++ SEQ. : K15 2 6 5 9 3 4.No bad should be applied b any component unci after all brocirg and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time Gould any bads greater than 5.Design assumes trusses are to be used in a ronconoave environment TRANS I D: LINK design mads be applied to any component and are for"dry condition•of use. 5.compurnre has no control over and assumes no responsibility for the B.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. coco88°ry' 8.This design iefamishedsubject tobelimitations set forth by 8.Parere.elmeloadedon drainage ioprussen d. November 11,2015 e.Plats shell he baba on hon tens orn,.e,dna payed so Heir center 7PIAMCA in SCSI,copies of which will be famished upon request. linea coincide with joint center lines. MITek USA,IncJCompuTrus Software 7.8.7SP2 i LE- 9.Digo indicate size of pate in inches. ( ) 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This FIC design preparedLarry from computer input by PACILUMBER: M LUMBER SPECIFICATIONS L2X9 KDDF #1&BTR TRUSS SPAN 12'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 23 6-4=(-25) 481 6-3=(0) 296 e 3-4=(-640) 123 6-9=(-25) 481 WEBS: 2x4 KDDF STAND LOADING 3-4=(-640) 123 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 50 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -106/ 655V -64/ 64H 5.50" 1.05 KDDF ( 625) 12'- 10.5" -106/ 655V 0/ OH 5.50" 1.05 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 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.002" @ 13'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 10.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.032" @ 3'- 5.4" Allowed - 0.428" MAX TC PANEL TL DEFL = 0.109" @ 3'- 5.3" Allowed = 0.642" MAX HORIZ. LL DEFL = 0.004" @ 12'- 5.0" MAX HORIZ. TL DEFL = 0.007" @ 12'- 5.0" 6-05-04 6-05-04 T 12 f f Design conforms to main windforce-resisting 6.00 IIM-4x4 12 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 .":7'.( (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. rh o Oc o M-3x4 M-1.5x3 M-3x4 y y 6-05-04 l 1 6-05-04 1-00 12-10-08 1-00 REO PROFFS ��5 �NGINE9 61/0c4, 2 ` " 89200PE JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - E2 Scale: 0.4109 - • WARNINGS: GENERAL NOTES, anises of erceso noted: Truss E2 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and isfor anindividual 7 OREGON 4/ end VYarrangs before construction commences. building component Applicability of design paramebrs end proper 4 w_ 2.Dt4 compression web bracing moat be i,selbtl where shown+, incorporation of component is the responsibility of the building designer. Ve 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O y ' n O� � DATE: 11/11/2015 is the responsibility of the erector.Additional permanent bracing of 7 o.a and at IS ob.respectively unless braced throughout ye:length by 4 the overall structure is the responsibility of the building designer. connuous sheathing such as plywood aired ether. el and/or drywell(BC). SEQ.: K1526594 4.No bad should be applied to any component untti after all brining and 3.Installation offbbw iiss thereesprril poo,sibgility�of the reespeecfirvecode,ntncbr. fasteners are complete end at no torte should any bade greater than 5.Design assumes busses are to be used in a con-°orrosiive environment TRANS ID: LINK design loads be applied to any compone t .nam or dry conditionuse. 5.CompuTrus has no control over and assumes no responsibility for the H.Design assumes buil bearing at all supports shown.shim or wedge if fabrication,handling,shipment and insetiation of components. ^°�°�". EXPIRES: 12/31/2015 6.This design is famished subject to the limitations set forth by 7.Design assumes ted o b tlreirege is provided. TPINVlCA in SCSI,copies of which will be furnished upon request. 8.lines�ndde,„�,�onter «eOf^��a^d wa°edsayetr�^ler November 11,2015 MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MRek) This design prepared from computer input P by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS 12-10-08 GIRDER SUPPORTING 32-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6652) 1969 1- 6=(-1252) 5764 6- 2=( -902) 1930 - BC: 2x6 KDDF SS 2- 3=(-4742) 1074 6- 7=(-1234) 5678 2- 7=(-1768) 922 WEBS: 2x4 KDDF STAND; LOADING 2x9 DF STAND A 3- 4=(-4742) 1079 7- 8=(-1234) 5678 7- 3=( -902) 4010 LL = 25 PSF Ground Snow (Pg) 4- 5=(-6652) 1464 8- 5=(-1252) 5764 7- 4=(-1768) 422 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 10.5" V 4- 6=( -902) 1930 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 381.2)+DL( 279.2)= 660.5 PLF 0'- 0.0" TO 12'- 10.5" V BC LATERAL SUPPORT <= 12"OC. 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" -1031/ 9664V -55/ 55H 5.50" 7.46 KDDF ( 625) ( 2 ) complete trusses required. 12'- 10.5" -1031/ 4669V 0/ OH 5.50" 7.96 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. (X 9" oc in 1 row(s) throughout 2x4 top chords, /x`/x` 7" oc in 2 row(s) throughout 2x6 bottom chords, COND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.050" @ 6'- 5.2" Allowed = 0.598" MAX TL CREEP DEFL = -0.101" @ 6'- 5.2" Allowed = 0.797" MAX HORIZ. LL DEFL = 0.016" @ 12'- 5.0" 6-05-04 MAX HORIZ. TL DEFL = 0.026" @ 12'- 5.0" 6-05-04 3-09-10 2-07-10 2-07-10 3-09-10 Design conforms to main windforce-resisting fsystem and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 M-4x6 12 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4.0" Truss designed for wind loads '�'' in the plane of the truss only. 11144141 M-3x5 M-3x5 2 iir 11110111''Illl:* M-5x10 M-5x10 ��' ® ® ®Ilillillti/Aillib, r, I 1..--'116 r. p 8 ► M-3x6 M-6x8 M-3x6ID y y l ), l 3-07-14 2-09-06 2-09-06 3-07-14 l 12-10-08 y <c, D PROpeO ��5 l• ' 19 >� �, 2 89200PE �f JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - EGIRD 41100.117,00e-/- 11' .• r4 Scale: 0.9903 - WARNINGS: GENERAL NOTES, unless otherwise noted: IP I /1� Truss• EGIRD 1.Bolder and erection contractor should be advised of all General NoteB This design is parameters only upon the pe .tere shown and lofor an int vdual yL ,�OREGON lv`C and commences before construction conences buiktng component.AppicabNty of design parameters and proper a L 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the respons'bilt -17 y of the building designer. <O 1' 1 4 r 2O` �4• 3.Additional temporary bracing to insure stability during construction 2.Design esteems the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 5 ob.end at 10'oc.respectively unless braced throughoutthen length by MO DATE: 11/11/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywan(SD). L\R R I L�' 3.2s Impact bridging or latent'bracing required where shown++ C SEQ. : 1<15 2 65 9 5 4.No bad should be applied to any component tett after all bracing and 4.Installation of buss is the resporsibtity of the respective contractor. fasteners are complete and et no time should any loads greater then 6.Design assumes trusses are to be used in a nonconoeive environment TRANS ID: LINK design bads be applied to any component and are for'dry condNon'of use. 5.CompuTn,e he.0000ntrol over and assures no responsiblety for the 8.Design assumes Nll bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. neoe°sny. 8.This design is furnished subject to the Neationsset forth by I.Pe•was.tmehooedothifaceia buss,a. November 11,2015 S.Plates anal)a located on both nes.of buss,end placed co their center TPINVECA in SCSI.copies of which will be furnished upon request. lines cdrndde with joint center lines. MiTek USA,IncJCompuTrua Software 7.6.7$P2(1 L)-E 9.Digits indicate size of plate in inches. 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 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 2-3=( 0) 36 6-4=(-88) 703 6-3=(0) 280 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 3-4=(-808) 153 6-4=(-88) 703 LOADING 3-4=(-808) 153 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 36 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0^ TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -80/ 618V -24/ 24H 3.50" 0.99 KDDF ( 625) 12'- 0.0" -80/ 618V 0/ OH 3.50" 0.99 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" REFER TO COMPUTRUS STANDARD MAX LL DEFL = -0.018" @ 6'- 0.0" Allowed = 0.571" MAX TL CREEP DEFL = -0.039" @ 6'- 0.0" Allowed = 0.761" GABLE END DETAIL FOR DETAILS MAX LL DEFL = 0.002" @ 13'- 0.0" Allowed = 0.100" NOT SHOWN. MAX TL CREEP DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.006" @ 11'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 11'- 8.5" 6-00 6-00 6_00 Design conforms to main windforce-resisting ,� 7-00 system and components and cladding criteria. TWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.00 D M-9x6 Truss designed for wind loads 4.0" in the plane of the truss only. M-3x5 3 M-3x5 Truss designed for 4x2 outlookers. 2x4 let-ins � i _ of the same size and grade as structural top M-1.5x9 M-1.5x9 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are 1 permissible at inlet board areas only. M-3x5 1 3.J" Jr M-3x5 2 4 El011 tOcqw 6 M O M-3x9 M-1.5x3 M-3x9 l y y 6-00 6-00 y y PROpe oG[.Q` D 1-00 12-00 y1-00 89200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - G1 �'! � ' Scale: 0.4307 �••• WARNINGS: GENERAL NOTES, unless otherwise noted: yL ,�OREGON ti Truss: G 1 1.Solder and erocdon contractor should be advised Nen General Nobs 1.This design is based Dory upon the parsmeb,s shown end is for an individual �µ"ie a,ld Namg.inb9ere eonsruction omne omees. bonding component Applicability of design paran,brs end /O q y 14 Zo 2.2s1 compression web bracing most be installed when shown+. incorporation of component Is the responsibility of the bonding designer. 3.Additional temporary baring to insure stability during construction 2.Design secondee the top and bosom chorda.be laterally braced at ' b the responsibility of the erector.Additional remanent bracing of 7 on.and at 1V o.c.respectively unless braced throughout their brgth by -a I �� DATE: 11/11/2015 tine overoA*UM.ie the roaporrsibility of side bowing Wagner. continuous sheathing such as plywood sheathing(7C)andror drywan(BC). fl 3.2s Impact badging or labral bracing required where shown++ SEQ. : K15 2 65 9 6 4.No wad should be applied b any component until after all basing and 4.Im,blletion of true is the responsibility of the respective contractor. .a.nets are complete and at no time should any bads greater then 5.Design MUMS re b b busses are used In a nanconosve environment TRANS ID: LINK deaignbatlsbeapplied.enysomponeM and.roen'dry condition'.of use. EXPIRES: 12/31/2015 5.Compurrue has no control over ane assumes no resporpibinty far tin 6.Design assumes Ml bearing at all supports shown.shim or wedge if fabricationhandling,shipment and installation of components. �°°" November 11,2015 B.This design is Tumished subject.the Rmi.tione set forth by 7.Design assumes eclogue.drainage is provided. S. TPIANrCA in SCSI,copes of which will be furnished uponeshill be located on both faces of buss,and paten so their center rogues. lines coincide with joint center fines. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1L(-E Digits indicate ala.,,.*.n inches.N eaa drew-,,,,cso-,oaa,r.,ra.: This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 36 2-6=(-88) 703 6 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. -3=(0) 280 . WEBS: 2x4 KDDF STAND2-3=(-808) 153 6-4=(-88) 703 3-9=(-800) 153 LOADING 4-5=( 0) 36 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 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 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" -80/ 618V -24/ 240 3.50" 0.99 KDDF ( 625) 12'- 0.0" -80/ 618V 0/ OH 3.50" 0.99 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9psf) 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 = -0.018" @ 6'- 0.0" Allowed = 0.571" MAX TL CREEP DEFL = -0.039" @ 6'- 0.0" Allowed = 0.761" MAX LL DEFL = 0.002" @ 13'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 13'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.006" @ 11'- 8.5" MAX HORIZ. TL DEFL = 0.010" @ 11'- 8.5" 6-00 6-00 esign con rms to n 12 T T system and componentsland iclladdingrcriteria. 12 9.00 D d 4.00 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4,Q" Truss designed for wind loads g .0 in the plane of the truss only. I I I I 3.0" N 2 4 uT 1 _ ® .-I O 6 O I M-3x4 M-1.5x3 M-3x4 y i' )' 6-00 6-00 y 1-00 y 12-00 y 1-00 y ,`��'E0 PROPS �<0 0NG►NEF,9 `SAO 2 Q 89200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - G2 Scale: 0.4557 -1�i ; WARNINGS: GENERAL NOTES, unlessothervise noted: O Q Truss: G2 1.Builder and erection conbertor should be advised of all General Notes 1.This design is booed only upon the parameters shown and is loran individual 'j7L ,�OREGON lv and VWmings before construction commences. budding component Applicability of design parameters and proper �( 2.2u4 compression web bracing moat be installed where shown�. incorporation of component is the responsibility of the building designer. ,O 'Ty 14 t 2.0 P - 3.Additional temporary bracing to insure stability during eonsbuction 2.Design assumes the top end bottom chorda to be laterally braced at DATE: 11/11/2015 a the responsibility of the erector.Additional permanent bracing of Y " N�1�Oteoie respectively unless Weed throughout their length by the overall structure k bine reapomibdiy of 1M buildirq designer. continuous "g plywood sheathing(TC)and/or drywall(BC). ` 3.2s Impact bntlging is lateral bracing required where shown�+ FR R'1_\- SEQ. : K15265 9 7 4.No bad should be applied to any component until after all bracing and 4.Irebllation of truss is the resporuibdity of the respective contractor. fasteners are complete and at no len°should any bads greater than 5.Design assunesbues.s are to be used in a noncornoeive 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 reaponeibikty fort. 6.Design assumes full bearing shown.ng et all eupporavm.She,or wedge if EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. "r' 6.This design isfurnished subject tothe lmibeonsset fortby 8.°°'�"hallbe located adequate drainage isprovided.an November 11,2015 8.Plats coincide be kxabd on both latae of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint tender lines. MiTek USA,Inc.lOompuTrus Software 7.8.7SP2(1 L)-E 9.Digits indicate size of plate in inches. 10.Far 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 5'- 6.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES F/Cg=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=)0 2-9=(0) 0 SPACED 24.0" O.C. • 2-3=(-46) 36 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 297V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 11.0" -84/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 6.0" 0/ 44V 0/ OH 5.50" 0.07 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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-12 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.097" f f MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.006" @ 2'- 6.1" Allowed = 0.225" 12 MAX BC PANEL TL DEFL = -0.014" @ 3'- 0.5" Allowed = 0.300" 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.0" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (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. 0 o I Ov 0 0 0 1 2►►•� ►Z�4 -/ M-3x4 y 1-00 y 'PROVIDE FULL BEARING;Jts:2,3,4 I5-06 y �S�� P EF9`r/Q 743l 2 �' 89200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - J1 Scale: 0.6918 �Io� / - WARNINGS: GENERAL NOTES, unless othemise nobd: IMP 44:I /yr Truss• JI ,.Builder and erection contactor should be advised of all General Nota I.This design blessed only upon be paremebre shown and is for an individual 7/ A_OREGON `l and Warnings before construction commences. balding component Applicability of design panmebre and proper v -✓J rA�� A. 2.9t4 compression wale bracing must he installed where shown+. Desig assumes of tim top an is be responsibility o/the building designer. /O 1' s ZO��'` 3.Additional temporary bracing to inure stability during oonstructon 2.Design and at iS the top and bosom chorda[o be laterally braced at / e me responsibility of me erector.Additional permanent bracing of Y o.c.and at 1G o.c.respectively unless braced throughout C)end/their length by DATE: 11/11/2015 me overall structure is me responsibility of the building designer. continuous sheathing such as plywood Meemi q(TC)and or d yvnll(BC). FR R I�� SEQ. : K1526598 4.Nobatlshould heappbdbany eomponMuntil abrall bredngand a;II2. sct°on ago-anBKm;�;ppbracing algo�y�a where shown ++ fasteners are complete and at no time should anybadsespective eoenviron TRANS I D• LINK design loads be applied to any component. greater than 5.end are cows Cr.su be used in.non-corrosive environment • mponrn. and ars for'dry ondition•of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hal bearing at all supporta shown.shim or wedge if fabrication,handling,shipment and instal.�nofcomponents. °•" EXPIRES: 12/31/2015 6.This design is furnished subject to the limitations set forth by 8.Design•nli be located deb afaces o basided. November 11,2015 S.plates snail he 15jon on both meas of trues,and placed so their center TPINVECA in SCSI,copies of which will be famished upon regceM litres coincide with joint center Ines. L)-E 9.age indicate a of pate n inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2(1 10.For basis connector pleb design values see ESR-1311,E5R-1988(MTak) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 5'- 6.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 50 2-4=(0) 0 TC LATERAL SUPPORT 0= 12.0C. UON. 2-3=(-66) 47 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 343V -13/ 71H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -76/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 6.0" 0/ 54V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.071" MAX TC PANEL LL DEFL = 0.011" @ 2'- 3.7" Allowed = 0.246" f ,f MAX BC PANEL TL DEFL = -0.024" @ 2'- 10.4" Allowed = 0.300" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 -! Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), gi load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. a 0 N O 1 2 M-3x4 l y 1-00 5-06 'PROVIDE FULL BEARING;Jts:2,3,4 �c c1/40 PR OpFss ,5 ANG I NEE44/ R :9200PE 9� JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - J2 Scale: 0.6168 WARNINGS: GENERAL NOTES, unlessotrerwise noted: . Truss: J2 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only open be parameters shown and is for an individual •7 ,�OREGON and Warnings before construction commences. buildng component.Applicability of design parameters and proper 7 2.2,4 compression web bracing must be insblbd where shown*. d rporation of eonponen1 is the responsibility of the boildrg designer. 13.Additlonal bmporery bredrg b insure elabildy during construction 2.Design essumes the top and bottom chorda to be laterally braced at �O y w' 2Q� � DATE• 11/11/2015 lathe responsibility of the erecter.Additional permanent Mating of continuous o.o.and at 10 0.0.respeca Pb'unless braced through d/or drr length by 'Y the overall strucbae la Me responsibility of the building designer. aIpatsheathing etch as plywood aired here)anion tlrywall(BC). I�� SEQ. : K1526599 4.No bad should beapplied bany co,r. nentuntil after all bracing end 4.lntalano oftrues bbere bracing famheresppthewo" fasteners are conpleb and at no time should any bads greeter than 5.Design assumes trusses are b be used in a nor�rro�siae environment TRANS ID: LINK design bads beepwiedbany compoont and are for'dry condition.ofuse. 5,CompuTrus Ms no control over and assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge if fabrication,handling.shipment end installation of components. necessary. EXPIRES: 12/31/2015 8.This design is furnished object to the limitations set forth by T.Design assumes adequate drainage is provided. TPI,WTCA in BCSI,copies of which will be furnished upon request. 0.Plates coo shall wlocatedtcenter;era of truss,end payed so mein center November 11,2015 MiTek USA,InclCompuTrus Software 7.6.7SP2(1 L)-E s. 9.Digits indicate size of pleb n inches. 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by + PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 13'- 4.0" COND. 2: Desi TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I Design checked for net(-5 psf) uplift at 29 "oc spacing. BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting e TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-08 6-08 12 6.00 p IIM-4x4 12 Q 6.00 3 rn co O - v -,,o I 1 / //////////////////////////////////////////////////////////////////////////////////////////////////// /7 5 y i O O M-3x9 M-3x4 1 1 1-00 13-04 1 1 e <�9, :R OFFSS �\5 �NG1N4. /0 89200PE �r JOB NAME : 17855 WESTWOOD PL2626—B HOGGANS PARK — K1 Scale: 0.5453 .,;�� . WARNINGS: GENERAL NOTES, unless othemose rated: 11. Cr Truss: K 1 1.Builder and erection contractor should be advised of all Gonad!Nobs 1.This design is based only upon the parameters shown and is for an individual '9L OREGON Dt 4, and Warnings before construction commences. building component Applicability of design paranabts and proper 2.2s4 compression web bradng must be installed where shown t. incorporation of component is de responsibility of the building designer. /O '9 y 14' 2O'` � . 3.Additional temporary breang to insure daddy during construction 2 Design assumes de by and bottom dards to be laterally Maces at I DATE: 11/11/2015 is the reaponsibilily of the erector.Additional permanent bracing of 2'c.nuouusadi xn.respectively unless braced throughout their length by (� the overall structure is the responeibiity of the building designer. CO Impact r kiteg as acingplywore aireshed where shown and/+drywall(BC). �J SEQ. : K1526600 4.No load should be applied to an 4.Isalasonddpngorbbretpnsibltyoftherepetsnosn♦ FRR�L� any 4.IrsbifationottrussbtherogroreibfliNoftleroapectiveco�aetor. fastened are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-sonosive environment TRANS I D: LINK design bads be applied b any component and are ler dry condition.of use. 5.CompuTrus no control over and assume'no responsibility for the 6.Design assumes full bearing at all supports dawn.Shim or wedge H EXPIRES: 12/31/ 2015 1/ fabrication,handling,shipment and installation of components. necessary. 6.Thisdeeigniefurnishedsubjecttothelimitationssetforthby 8.Design shallbe;ted"nbe ot,f;�is Boos nd„8tedsotheircenter November 11,2015 TPWJTCA in SCSI.wpbs of which will be fumiahed upon request. lines coinade with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.7SP2(1 L)-E B.Digits indicate size of pate in inches, 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 TC: 2x4 KDDF CTIOR TRUSS SPAN 12'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 50 5-6=(-27) 434 5-4=( 0) 242 WEBS: 2x4 KDDF STAND 3-4=(-558) 114 5-6=(-27) 45 4-6=( -47) 394 e LOADING 3-9=(-558) 136 9-6=(-959) 172 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BCATIOG MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS /ACTI2S REACTIONS 3I5E 1 ( 625) 0'- 0.0" -84/ 632V -50/ 77H 3.50" 1.01 KDDF ( 625) * LL = 25 PSF Ground Snow (Pg) 12'- 0.0" -59/ 497V 0/ OH 5.50" 0.80 KDDF ( 625) * LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 5.7" Allowed = 0.446" MAX TC PANEL TL DEFL = 0.147" @ 3'- 5.7" Allowed = 0.668" MAX HORIZ. LL DEFL = 0.002" @ 11'- 10.3" 6-08 MAX HORIZ. TL DEFL = 0.004" @ 11'- 10.3" 5-04 12 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. IIM-4x4 4 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 4t:2( load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 9 O Q� o t 1 CD 5 6 M-3x4 M-3x4 M-1.5x3 6-09-12 5-02-04 l l 1-00 12-00 �[.Q�D- P R OFFS � `�NGI NE9c `�'�O c4, 2 Q 89200PE -vr JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - K2 Scale: 0.4409 WARNINGS. GENERAL NOTES, unless otlxrwise rated: 0 T Truss: K2 1.Builder end erection contactor should be advised of all General Notes 1.This design is based only upon the parameters sown and is for an individual OREGON end N/amings before construction commences. budding component.Applicability of design parameters end proper 2.2c4 compression unto treeing must be installed when shown+. iroorpostion of component is the responsibility of the budding designer. 3.Additional temporary Madcap to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �O y A' 2 �� te 1M responsibility of the erecter.Additional permanent bracing of e,‘"- 2 0.o.and at 10'os.respectively unless braced throughout their length b /'Y DATE: 11/11/2015 continuous mansey -RIO- SEQ. : overall structure is the raeponeibdity of the building designer. 3.2e Impact bridging sheathing(such bralgnog odd she thing re TC^n or dryrall Bc. S E Q. : 1<1526601 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 aro complete and at no time should any bads greater than 5.Design assumes buses are to be used in a noncorrosive environment TRANS I D: LINK design Mads be applied to any component. and aro for'dry Gond tion'of use. 5.Compu7rus has no control over end aromas no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment end irstallationofcomponents. necessary. EXPIRES: 12/31/2015 6.This design is furnished subject 7.Plasignasubeeeaded on onimge iopruss.a November 11,2015 bks to the limitations set by S.Platin si ti be located on bode taws of true,and placed s their center TPIAARCA in BCSI,=Pies of which will be furnished upon request lines coincide with joint venter lines. MiTek USA,InclCompuTrus Software 7.8.7SP2(1 L)-E 9.Digits ndicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) et This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 11'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1dBTR 1-2=( -11) 40 1-5=(-65) 363 1-2=(-597) 95 WEBS: 2x9 KDDF STAND; SPACED 24.0" O.C. 2-3=(-470) 128 5-6=(-26) 90 5-3=( 0) 219 ^ 2x6 KDDF #2 A 3-4=(-979) 125 5-4=( -39) 327 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9-6=(-913) 166 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. PSF BEARING TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) LETINS: 2-00-00 0-00-00 0'- 0.0" -58/ 981V -51/ 66H 5.50" 0.77 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 1.5" -59/ 453V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.052" @ 1'- 7.9" Allowed = 0.510" MAX TL DEFL = 0.058" @ 1'- 7.9" Allowed = 0.681" 5-09-08 5-04 MAX HORIZ. TL DEFL = 0.003" @ 10'- 11.8" 1 T 1-09-14 3-11-10 5-04 Design conforms to main windforce-resisting T system and components and cladding criteria. 12 12 6.00 '7.126.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IIM-4X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 4.0" End vertical(s) are exposed to wind, Truss designed for wind loads el% in the plane of the truss only. M-3x4 2 M-3x4 r o 'ao III IIIII 0 M 1 1=- 5 ** 6 f i M-3x8 M-3x4 M-1.5x3 l y y 5-11-04 5-02-04 11-01-08 (c,Eo ROFFss c:::: i0 44, 2 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - K3 �j� Scale: 0.4490 WARNINGS: GENERAL NOTES, unless otherwise rated; q)/ - CrTruss' K3 Bulkier ands action conbacta should be advised of ell General Notes I.This is based only upon the parameters shown and is for an individual �/ OREGON and Wamkngs before construction commences budding component Applicability of design parameters and proper v 2.2s4 compression web Mating vast be installed where shown 5. garation of component is the responsibility of the bolding designer. 4I 20 �� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterallynsojoe braced a< O _7 14, re the responsibility of the erector.Additional permanent bracing of 2'on and at 1P o.e.respectively unless braced throughout their length by DATE: 11/11/2015 the overall structure is the ro continuous sheathing such es plywood sheathing(TC)and/or drywan(BC). M ��'l_\_, aponaiblity of the building designer. 3.2s Impact bridging SQ.• K1526602g°rmeerelpoargryoftheweeresvecoSe E 4.No bad should be applied to any component until attar all bracing end 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greeter than 5.Design assumes theses aro to be used in a nonconoakve environment TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 5.Comments has no control over and assumes no responsibility for the 8.Design enn nen Tull basing et all supporta shown.Shim or wedge d EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. Andgn.e 8.This design is furnished subject to the limitations set forth by 8. onPltes""�be8eteddrainage is nune, November 11,2015 8.Plates snail be located e both tacos of truss,end placed co chair center TPI/N?CA in SCSI,copies of which will be famished upon request linea coincide with joint contar lines. MiTek USA,Ine.ICompuTms Software 7.8.7-SP2(1L)-E 9.Digits ind oete sae of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Meek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS LC: 2x4 ECIF CATIOR TRUSS SPAN 5'- 6.0" 'COND. 2: Design checked for net(-5 BC: 2x4 ROOF M14BTR LOAD DURATION INCREASE = 1.15 (' psf) uplift at 24 "oc spacing. SPACED 24.0" O.C. Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to specificsCompuTrus gable end detail for complete specifications. 12 6.00 11 O t`7 o /- 1 111.11111111111111111111111111111111E � M-3x4 4 l y 1-00 5-06 €ckED PRoFFs,, ��5 ‘AGI NEF9 t 'L 89200PE 9r JOB NAME : 17855 WESTWOOD PL2626—B HOGGANS PARK — L1440. 4 4111111.1 Scale: 0.7293 O WARNINGS: GENERAL NOTES, unessoeenanerated: '9 OREGON !� Truss L1 1.Builder ante action contractorahould oadvised stet Gomel Nate 1.Thledesign he based onlyL is_ and N4minps before construction commences. upon the parameters par shown and is for an individual / 2�� bue,po component Ap ant lathe of design parameters and proper 2.2x4 compression web bracing must be installed wore shown•. incorporation of component re the responsibility of the building designer. O 14, 3.Additional tempora"bracing to insure shbility during oonsbuction 2.Design assumes the fop and botbm chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of n o.c,and at 117 o.c,reepsetivaly units braced throughout their length by MFR Q'i DATE: 11/11/2015 the owereti abaatiae is Ins responefoility of the building tleigner. continuous sheathing such as plywood sheathing(TC)angor arwlor dryweti(BC). !1 7l L. SEQ. : K1526603 4.No bed should be applied any component until after all end 4.Installation otrues r thea relbrdbfjH u the resreanowna. teatenen,are complete end et no Tune mould en beds raepo be use of c respective con environment, TRANS ID: LINK r areas than s.Design reethwe.remho eedma amcaroeweenwronment deapn bade bo applied m.ny component. and are for"dry condition"of use. EXPIRES: 12/31/2015 S.Campurn a has no control over and assumes no reepansiardy ler the 6.Design assumes full bearing at all supports sown.Shim or wedge if fabrication, shipment andinsm°ationofcomponents. November 11,2015 b 8.This design is furnished subject to 10 limitations stforth ler 7.Design assumes adequate drainage is provided. S.Plats shell be holed on both feces of bus,and placed so their center TPISAHCA in SCSI,copies of which will be furnished upon request lines coindde with joint center Tins. MiTek USA.IncJComeuTrus Software 7.6.7-5P2(1 L)-E 9.Digits inebem eiz's o.,i,.in inches. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 5'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-53) 72 3-5=(-169) 164 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-118) 99 LOADING 3-9=( -10) 5 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -60/ 376V -37/ 98H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 6.0" -26/ 223V 0/ OH 5.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.062" @ 2'- 11.6" Allowed = 0.335" MAX TC PANEL TL DEFL = -0.061" @ 2'- 9.5" Allowed = 0.503" 5-02-04 0-03-12 f f f MAX HORIZ. LL DEFL = 0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 2.2" 6.00 M-1.5x3 4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, X (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. (n O 0 rn -44111111111411111111 O c I O 1 2�II E�5 -, o M-3x4 M-1.5x3 1 J' J' 5-02-04 0-03-12 J. y l 1-00 5-06 ��N0 PR GNF9sio ki cr 89200PE -9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - L2 - • i !TScale: 0.5422 '1°.: :. WARNINGS: GENERAL NOTES, uniessoyrerwise noted: Q /yr Truss: L 2 1.Builder and erection contractor should be advised of aN General Notes 1.This design is based only upon the perimeters shown and is for an individual yL 4!OREGON Ix and Warnings before convection commences, building component ApollobNby of design parameters and proper 2.2r4 compression web bracing must be installed where shown*. rporation of component is the responsibility of Me building designer. t/ 2ON �4� 3.Additional temporary brednng to insure stability during construction 2. assumes the top and bottom chords to be laterally braced at /O -7 14, DATE: 11/11/2015 is the responsibilty of the erector.Additional permanent bracing of mntinwwaet,Oatoo'a reodt as sly unless braced throughout their length by the wend structure is the responsibility of the building designer. 3 1 ng plywood sheathing(TC)and/or drywall(BC). 4,11:1�'�� Impact or lateral bracing required where shown.♦ SEQ.: K 15 2 6 6 0 4 4.No bad should be applied to any component until after all Naming and 4.Installation of truss is the responsibility of Me respective contractor. fastens 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 besmiled to any component and are for'dry condition.ofuse. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes MI bearing at all supports shown.Shim or wedge if fabncabon,handing,shipment and instaNation of components. °°°" EXPIRES: 12/31/2015 8.This design 7.Design assumes adequate drainage is provided. egn is furnished subject tothe Nmihunis set fon by 8.Plates shall be baited on both face.of buss,and placed so Meek center November 11,2015 TPINWCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,IncJCompuTrus Software 7.6.7(114-E 9.Digits indiair size of plate in inches. 10.For basic connector plate design values sae EBR-1311,ESR-1986(MTek) This design prepared from computer input by PACIFIC LUMBER: Larry M ` LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=( 0) 50 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-62) 27 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -52/ 31BV -11/ 64H 5.50" 0.51 KDDF ( 625) 3'- 3.2" 0/ 90V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.006" @ 2'- 0.6" Allowed = 0.211" MAX TC PANEL TL DEFL = -0.006" @ 2'- 0.7" Allowed = 0.316" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" 12 6.00 , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), p load duration factor=1.6, I Truss designed for wind loads pin the plane of the truss only. I M-3x9 N rn /- o 0 0 I f- 0 2 9:>-<(: 1 1 l 1-00 3-06 (PROVIDE FULL BEARING;Jts:2,4,3 I .��Q`EO P R OFF, 74NE \ 89200PE -9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - L3 -!� 2111P.: Scale: 0.8287 Q WARNINGS: GENERAL NOTES, unleeaotherwiaenoted: 7G 4 OREGON Oeiii TrussL 3 1.Builder and erection contractor should be advised of an General Nobs i.This design is based only upon the peramebra shown and is for an individual ' 1 4/` • end Warnings before construction commences. budding component.Applicability of design parameters and proper �O "7 y 1 4, !]4O 2.244 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the budding designer. �� 3.Additional temporary bracing to ireure stability during construction 2.Design assumes the by and bosom chordate be laterally braced at M is the responsibility of the erector.Additional permanent bracing of 7 o.e.arra at 1CYoe ob.respectivelysoot, unless braced throughout their length by '• ��'1 DATE: 11/11/2015 the overall structure is to responsibility of the buibirg designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K15 2 6 6 0 5 4.No bed 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 Hole should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component and are eson rdition•ofuse. EXPIRES: 12/31/2015 5.CompuTrus hos no control over and assumes no responsibility for 8.Design assumesnMI bearing at all support shown.Shim or wedge if fabrication,handling,shipment and installation of components. "am eelg,r". November 11,2015 8.This design is famished subject tothe limitations set tenth by 7.Design assumes adequate drainage is provided. B.Plates shell be located on both aces of truss,and placed so Sed center TPINVECA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicateMiTek USA.InajComouTrus Software 7.6.7-SP2(1L)-E eMplate b inches. m-FCe_c, Leq-toss,,to-o` r This design prepared from computer input by PACIFIC LUMBER: Larry M Sr LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 254 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 SPACED 24.0" O.C, 2-3=(-50) 15 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -6/ 43H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -29/ 24V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 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 ICONS. 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" fMAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed - 0.067" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 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), load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. 0 c 0 (h ` r-i �_ 1 2i " 41�� -' M-3x4 ), l J' 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 74GIE? 9 2 89200PE �r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - SJ1 /n/ Scale: 0.6957 �_� yg WARNINGS: GENERAL NOTES, unless otherwise noted: 10 J /y. TrussSJ1 1.Builder and erection contactor should be advised of all General Nobs 1.The design is based only upon the parameters shown and is for an individual 7G OREGON and Warnings before oonsbuction commences. building component Applicability of design paramebre and proper s� 2.204 compression web bracing must be installed where shown+. Incorporation of component isof the responsibility the building designer. Nµ '\ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /6 .4 Y 14, ZO 4 DATE: 11/11/2015 te^e responsibility or he erector.Additional permanent bracing or 2'on. and shee od'n respectively unless braced throughout their length byP the overall structure is the responsibility of the building designer. co g plywood sheathing(7C)and/or drywan(BC). SEQ. : K1526607 4.Nobadshouldbeapplied toany component until after all brdngand 4:ntallaato of ratwidgIre or ns'bNy rte./ contractor. fasteners RH11-,' faster.,are complete and at no time should eny bade greeter than 5.Design assumes busses are to be used in a noncorrosiveronment, TRANS ID: LINK design bads be applied to any component and are br•drycondmon of use. °^w 5.CompuTrus has no control over and assumes no re°ronnsilility for the 6.Design assumes tell bearing at all support shown.Shim or wedge t fabrication.handling,shipment and inemllationofcomponente. ^° a" EXPIRES: 12/31/2015 8.Thedesign isfuniehed subject to the limittons set fort,by 7.Design shall meaad°dboth face is provided. November 11,2015 TPIIWTCA in SCSI,copies of which will be furnished upon8.Plates coincide o located on both faces of truss,end paced m their center request linea coinhdde with joint cenbrlinea. MiTek USA,Inc./CompuTrlds Software 7.6.7-SP2(1 L)-E 9.Digits indicate size of plats in inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) 0. This design prepared from computer input by i PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 30 (0) 0 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -62/ 322V -13/ 710 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX BC PANEL LL DEFL = 0.002" 0 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" 0 1'- 0.1" Allowed = 0.067" 3 -V MAX HORIZ. LL DEFL = -0.000" 0 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" 0 3'- 10.9" 12 6.00 /' Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 Truss designed for wind loads Nin the plane of the truss only. tis /- 0 0 I I 0 1 2►�' 4'�' M-3x4 1 l y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,3 I '�tRED P R OFFss cr 89200PE 9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - SJ2 ,,,,,: - Scale: 0.7840 10 Q WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Truss: S J 2 1.Builder and erection contractor should be advised of all General Nobs 1.This design is based only upon the parameters shown and is for an individual G<O�"�Y 14, `Z°'2v 4 and Warnings betore construction commences. building component Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+. incorporation of component is 1h responsibility of the buildup designer. v 3.Additional temporary bracing toMFR R I LL insure stability during construction 2.Design assumes the top and bottom dards to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'titin and at 10 o.c.respectively unless braced Mrouglwut their length by DATE: 11/11/2015 the overall structure is he reaponsb lny oiti a building designer. continuous eheatgng such as plywood sheathing(TC)and/or drywall(BC). 3.2w Impact bridging or hteM bracing required where Mown.+ SEQ.: 1<15 2 6 6 0 8 4.No bad should be applied to any component until after all bracing and 4.Installatitrues on of es is the responsibility of the contractor. ntractor. fasteners are complete end at no aloe should any bads greater than 5.Design assumes atlases are t non-corrosive used in a nonrro .environment. EXPIRES: 12/31/2015 TRANS I D: LINK design loads be applied to any component and are br•dry condition'of use. 5.CompuTrus hs no control over and assumes no reaponsBibty for tie 6.Design assumes full bearing at all supports Mown.Shim or vredg.d November 11,2015 fabrication.handling,shipment and installation of components. necessary. 6.This design is furnished subject to the ambitions set forth by7.Design assumes adequate drainage is provided. B.Plates Man be located on both faces of Wee,and paced sotheir center TPI/WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center Ines. ate MITek USA.Inc./ComouTrus Software 7.6.7-SP2(1 L1-E s.D„9,its,_indicate,:a,.,'„°f,w, :inches. i This design prepared from computer input by r PACIFIC LUMBER: Larry M t LUMBER SPECIFICATIONS TRUSS SPAN 5'- 4.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2_3_(_92) 42 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -50/ 320V -18/ 90H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -30/ 118V 0/ OH 5.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.2" -60/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.003" @ 1'- 0.1" Allowed = 0.067" 3 MAX HORIZ. LL DEFL = -0.000" @ 5'- 3.4" MAX HORIZ. TL DEFL = -0.000" @ 5'- 3.4" 12 ' Design conforms to main windforce-resisting 6.00 ' 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), load duration factor=l.6, p Truss designed for wind loads of in the plane of the truss only. 0 co co P NM 2►ll 4►� M-3x4 l i' y y 1-00 2-00 3-04-03 'PROVIDE FULL BEARING;Jts:2,4,3 I ,`t` 0) P R OFFS oNGINEFA, dj0 49 Q 89200PE -9r JOB NAME : 17855 WESTWOOD PL2626-B HOGGANS PARK - SJ3 -414,,,: - Scale: 0.6618 OPCr WARNINGS: GENERAL NOTES, unless otherMse noted: 1 OREGON L4, Truss: S J3 1.Builder and erection contractor should be advised ofati General Notes I.This design is based only upon the parameters shown end is for an individual ' > ' 1 1" 2.0\�4 and Gaming°before construction commences. building component Appbrablity of design parameters and proper _7/ 2.2x4 compression web brad incorporation of coresponsibility of the bu;ldng designer. O 14, �l>. bracing must be installed where shown«. 2. Design component isiho `_ 3.Additional temporary bracing to insure stability during construction7 assumes the top and hoteom chords m be laterally braced at � R�'L is the responsibility of the erector.Additional permanent bracing of continuous ss and at es sc.respectively unless braced throughout their au(B by C DATE: 11/11/2 015 the overall structure;s the responsibility of the buildingcosi contin O1s•hung such as plywood sheathing(TC)and/or drywan(BC). SEQ. 1/11/2 09 , gner. 4.In Impact bridging orhterel bracing required where shown•ti 4.No bad should be applied b any component until after all bracing and 4.Installation of truss is the responsibility of 8a respective contractor. fasteners are complete and at no time should any lade greater than 5.Design assumes trusses are to be used in a noncorrosive enwlronment M;tion•ofuse. EXPIRES: 12/31/2015 TRANS ID: LINK design loads be applied to any component and are for'dry co 5.CompuTnrshas nocontrol over and assumes norespo,responsibility e.°°°g^.ssumeslWlbearingat°Ilwpportealown.3h;merwedged November 11,2015 fabrication,handing,shipment and;nstetiation of components. necessary. 6.This design 7.Design assumes adequate drainage i°provided. ;s furnished subject to the limitations set forth by 8.Plates shall be located on both hoes of Wes,and placed so their center TPIAN7CA in SCSI,copies of which will be furnished upon request. lines coincide with joint anter lines. MiTek USA.Inc./ComouTrus Software 7.6.7-SP2(1U-E 9.o,,o., c,ate.size of ::„inches.r„„. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths DiFailure to Follow Could Cause Property (Drawings not to scale) offsets are indicated. Damage or Personal Injury Mll1111Dimensions are in ft-in-sixteenths. 611114‘‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0 2. Truss bracing must be designed by an engineer.For -146" 4 wide truss spacing,individual lateral braces themselves M11-11111111_ may require bracing,or alternative Tor I P): •• pbracing should be considered. � 3. Never exceed the design loading shown and never LNIIiiiiti U stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ 7A c6-7 cs-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0-1/i ' 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. 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ,� Indicated by symbol shown and/or SYP represents values as published specified. 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. N"."' 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 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. l Min size shown is for crushing only. �_a 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 i DSB-89: Design Standard for Bracing. e e is not sufficient. BCSI: Building Component Safety Information, Ii1 'ie I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate 4 Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 ,Roseburg J1 MAIN 10-2-15 ��(J 2:00 m A Forest Ponducts Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data RECEIVED Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous DEC 2 3 2015 Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total CITY OF TIGARD Dead Load: 12 PSF Deck Connection: Glued&Nailed BUILDING DIVISION Filename: Beam1 7 8 0 8 1 0 7 ® ® 9 0 / Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 327# — 2 7' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 996# — 3 15' 9.000" Wall DFL Plate(625psi) 3.500" 1.750" 346# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 262#(131plf) 66#(33p1f) 2 766#(383plf) 230#(115plf) 3 274#(137p1f) 72#(36p1f) Design spans 7' 5.375" 7'10.375" Product: 11 7/8" RFPI-20 24.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 574.'# 3640.'# 15% 12.39' Even Spans D+L Negative Moment 764.'# 3640.'# 20% 7.67' Total Load D+L Shear 506.# 1420.# 35% 7.67' Total Load D+L End Reaction 346.# 1316.# 26% 15.75' Even Spans D+L Int.Reaction 996.# 1935.# 51% 7.67' Total Load D+L TL Deflection 0.0232" 0.3932" U999+ 11.99' Even Spans D+L LL Deflection 0.0195" 0.1966" U999+ 11.99' Even Spans L Control: Max Int.React. DOLS: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON nust be reviewed by a qualified designer or design professional as required for approval.This design assumes product Installation according to the manufacturer's specifications. .rirlR-R.r,RARRB 4 NRoseburg J3 UPPER 10-2-15 2:02pm A Forest Products Company 1 of 1 CS Beam 4.21.0.1 lanBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 15 6 0 15 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 814# — 2 15' 6.000" Wall DFL Plate(625psi) N/A 1.750" 814# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 626#(313p1f) 188#(94p10 2 626#(313p1f) 188#(94p10 Design spans 15' 7.750" Product: 11 7/8" RFPI-400 24.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3182.'# 4315.'# 73% 7.75' Total Load D+L Shear 814.# 1480.# 54% 0' Total Load D+L TL Deflection 0.3794" 0.7823" U494 7.75' Total Load D+L LL Deflection 0.2918" 0.3911" L/643 7.75' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names am trademarks of their respective owners KAMI L HENDERSON Strong-Tie EWP MANAGER g` Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON nust be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 50:1-RAR-ARRR N Roseburg J5 UPPER 2:0 2-15 2:Olpm A Forest Products Company 1 of 1 CS Beam 4.21.0.1 IanBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 17 10 0 ` 17 10 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 623# 2 17'10.000" Wall DFL Plate(625psi) N/A 1.750" 623# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 479#(360p1f) 144#(108p1f) 2 479#(360p1f) 144#(108p1f) Design spans 17 11.750" Product: 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2802.'# 4315.'# 64% 8.92' Total Load D+L Shear 623.# 1480.# 42% 0' Total Load D+L TL Deflection 0.4490" 0.8990" U480 8.92' Total Load D+L LL Deflection 0.3454" 0.4495" U624 8.92' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON StrongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER ® PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON oust be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 50R-RSR_gFFR