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Plans (246) M`--,yC" .c\-c 1 k !i-'t \?.7 4 c c.i3 nkdL1t 4 Ab Maki comedians b ol..e .netpan bigr x.11 u tom • dim hiding MO"or EOR r 10'x' 401-0' 29'-0' R '` ` I I 16 I ' ' 1eNCHOH I KM OH NOV 2017 6':q r)7' ] €a�"-IL, t"4U Clt tf, E.,-, 1:12 6" 8 8 8 / / / / / / R a 6- 6)12 u ail IN *: I 2A NCH )H J10 — 1111M26 I )Hum 1 ® J9 8:12 — 6:12 J7 — J6 —I J5 la 6.12 J4 I B3(10) 3:11 JS J2 I J1 6" e•Ai 1 � / 4: Si AllEgiggg $rQ GARAGE RIGHT COMM PORCH ROOF PITCH ALL HANGERS W824 U.N.O. 10'-r 19'-0' I21'4' I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 04/21/17 PLACEMENT NLY REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER LENNAR 3376-A SELLWOOD HORN INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NOB-TRUSS p' TO TRUSS CONNECTIONS.BUILDING 3376 / A S E LLWOODIECKED BY DESIGNER/ENGINEER OF RECORD TOC O M P A N Y REVIEW AND APPROVE OF ALL & TRUSS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. `s 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MEM .., mit MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3376-A SELLWOOD HORN 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: K3110042 thru K3110075 My license renewal date for the state of Oregon is December 31,2017. -'6 PR Qp S 444- 2 'c- 89200PE r F7EOF EGON ��� 4,0 /y r4,2c11/4°`�>�- .... .4eiriaili .1.1.- v....._ April 20,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. lerr .. �i .., MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3376-A SELLWOOD HORN 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: K3110042 thru K3110075 My license renewal date for the state of Washington is May 16,2019. oRRILL B 4 of waSID:4>; '� �'w It -', quo.' 4 r �, 51398....."1/4 April 20,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'— 8.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 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 Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. '4—lx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-04 5-09 12 6.00 (7' I IM-4x9 12 Q 6.00 3 .. P Wpt5 on 441 I '''' %IIII l M-3x9 M 3x4 �, R `• � _ 4/ MEQR1lk-$ l 2-00 ), 10-08 ), EXPIRES 12/x.0017 . 2-00 44'9 :WAS./b.„:13- JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - Al % , ° o Scale: 0.5808 N`' 1: �' �Q,-� fel, ,. *, WARNINGS: GENERAL NOTES, umess otherwise noted: %:' Truss Al 1.Builder and erection contractor should be advised snail General Notes 1.This design Is based only upon the parameters shown and is for an individual `, and Warnings before construction commences building component.Applicability of design parameters and pro - 2.204 compression web bracing must be Installed where shown+ incorporation of component s the responsibility of the building designer. / ,, 3.Add 1 cent temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y0 is the responsibility of the erector.Additional permanent brec ng of 7 o c and at 1(P o c.respectively unless braced throughout their length by 5T1398 ["` DATE: 9/20/2017 the overeg structure is the responsibility P lovedbtinuous dging or steralbrch as plywood required sheathing(TC)shown ++rywall(BC). .. vt } sports M of the building tleslgner. a ix Impact bntlging or lateral bracing requlretl where shown++ SEQ. : K3110042 4.No load should be applied to any component untl after all bracing and 4 Installation of truss is the responsibility of the respective contractorfasteners are complete and at no time should any loads greater than 5 Design assumes trusses are b be used n a non-corrosive environment, 47.0 _AL Cl.. TRANS ID: LINK design loads be applied to any component. and are for drywndfllo riguse n 5.CompuTrus has no control over and assumes no responsibility for the 6.Desig assumes full beadnal all supports shown.Shim or wedge i( fabrication,handling,shipment and Installation of components. nate ry. _. _ 6.This design is furnished subject to the limitations set forth by 7.Design assumesll adequate locatedondrainage is tress,an d. April 20,2� 7 8.Plates shall be )cl on both faces of truss,and placed so their center TPINVICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in Inches. MiTek USA,Int./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-140) 461 6-3=(0) 196 2x6 DF SS T2 SPACED 24.0" O.C. 2_33=(-5877) 244) 4 6-5=(-143) 459 BC: 2x4 DF #1&BTR WEBS: 2x4 DF STAND LOADING 3-5=(-571) 217 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -174/ 728V -39/ 51H 5.50" 1.16 DF ( 625) 21'- 0.0" -367/ 470V 0/ OH 129.50" 0.75 DF ( 625) NOTE: 2x4 ORDCIRG AT OT"SC UON. FOR ALL TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY CUE TO THE BEINIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.017" @ 5'- 4.0" Allowed = 0.650" M-1.5x9 or equal at non-structural MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.010" @ 8'- 2.8" Allowed = 0.334" GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5x3 OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD MAX HORIZ. LL DEFL = 0.004" @ 10'- 7.6" GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX HORIZ. TL DEFL = 0.006" @ 10'- 7.6" Design conforms to main windforce-resisting system and components and cladding criteria. 10-06 10-06 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f (All Heights),load duration factor-1.6,Cat.2, Exp.B, MWFRS(Dir), 5-04 2-06 13-02 Truss designed for wind loads T ' '( 1' in the plane of the truss only. 12 12 6.00 17 Q 6.00 pp[[��//�� -M-4x4+ ,I) Prt0Ft .,<., 5 NGINiF'� / 4 89200P M-4x6 3 4110 Se- ...-,46---.44-. ,0OREGON�� 44// 46 :4!}- '144 SP - - : r, R R 1 0-. a 1 1 o 1 M-3x4 M-1.5x3 M-3x5 M-3x4+ EXPIRES:. 12/31 f7017' M-3x4+ * y 1 5-04 15-08 b b .6 b 2-00 21-00 2-00 ,q' JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - B2 I`i' r p ., 9 1,,;';' Scale: 0.2790 er1 • WARNINGS: GENERAL NOTES, unless othernse noted • ')Gilrr® 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual Truss: B2 and Warnings before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing muss be nsta lied where shown+ Incorporationofcomponent Is the responsibility Odle building designer. ,4,,r 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t'](1 6 to .the responsibilityf the erector.Additional permanent Pacing of 7 o c.continuous and she o c respectively unless braced throughout their length)y © 1 J7 "Y ocentlnuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC) 'GI'S+ ' DATE: 4/20/2017 the overall structure is the responsibility of the building designer. 3.2x loped bodging or lateral bracing required where shown o e �` 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �+ REQ.. K3110043fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tobeused enoncorroaveenvronment, s4iIONALS' design loads be applied to any component. and are for dry condition"of use TRANS ID: LINK 5.CompuTms has no control over and assumes no res birt for the e.necessary.assumes full bearing all supports shown.Shim or wedge it Pone y y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,2017 8.This design is Nmished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINRCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. • 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) a a This design prepared from computer input by PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 8=(-173) 1194 3- 8=(-293) 216 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-1927) 306 8- 9=( -97) 792 8- 9=(-112) 965 3- 9=(-1250) 309 9- 6=(-231) 1199 9- 9=(-111) 965 LOADING 9- 5=(-1250) 309 9- 5=(-293) 216 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1927) 306 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 101 TOTAL LOAD = 92.0 PSF OVERHANGS: 29.0" 29.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -189/ 1110V -112/ 11210 5.50" 1.78 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 0.0" -189/ 1110V 0/ OH 5.50" 1.78 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.039" @ 13'- 9.8" Allowed = 1.004" MAX TL CREEP DEFL = -0.092" @ 13'- 9.8" Allowed = 1.339" MAX LL DEFL = 0.090" @ 23'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.096" @ 23'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.016" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.027" @ 20'- 6.5" Design conforms to main windforce-resisting 10-06 10-06 fsystem and components and cladding criteria. / 5-06-04 / 4-11-12 / 4-11-12 5-06-04 Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor-1.6, 6.00 M-4x6 Truss designed for wind loads Q 6.00 in the plane of the truss only. 4.0" PR 4 �� CRopt . ,, � W N $7, ;fes 414 M-1.5x3 M-1.5x3 Q 89200PE r" a • Sc 7 OREGON �., Kt �4 �` 14,2° Pte., moo Y FR R1 t�� 0 1 8 0.25" 9 -6 0 M-3x4 M-3x4 M-3x4 7 0 M-5x6(3) EXPIRES: 12/31/2017 b y y 7-02-03 6-07-11 7-02-03 y J' y )' b 2-00 21-00 2-00 a�.QS WAS 't?,. JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - B3 ,, SW Scale: 0.2788 �1�.-a: fl WARNINGS: GENERAL NOTES, unless otherwise noted -ort • Truss B3 1.Bolder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and for an individual ‘ft and Waco ngs before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. Incorporation of component isthe responsibility of the building designer. Or _ WO 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o c and a110 o.c respectively unless braced throughout their length by 5139 DATE: 4/20/2017 the overall structure s the responsibility of the building desgner. 2xoontinuo ssidging or suchaeacing re plywood sheathherenown+ing(TC)and/or tlrywall(BC) � [a„ 3 2x impact bndging or lateral brat ng required where shown SEQ. : K3110 0 4 4 4.No load should be applied to any component until after all bracing and 4 Installation of truss isthe responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, 10 ALS A,4A � TRANS ID: LINK design loads beapplied toany component. anaareror'tlrymntlRam of 5.CompuTrus has no control over and assumes no responsibility for the 6 necessa assumes full bearing at all supporta shown Shim or wedge If fabrication,handing shipment and installation of components. ry. - 6.This design is furnished subject to the limitations set forth by T.Pltignassumesaednate othfageioruslseApril 20,2017 e.Plates shall be soared on both faces of boas,and placed so their center TPIAMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits indicate sae of plate in Inches. 70.For basic connector plate design values see ESR-1311,ESR.1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 35-06-00 FROM 0-00-00 TO 10-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 , TC: 2x4 DF #1&BTR 21-00-00 GIRDER SUPPORTING 37-06-00 FROM 11-00-00 TO 21-00-00 1- 2-(-12956) 2864 1- 8-(-2500) 12678 8- 2=( -434) 2252 11- 6-(-2364) 522 BC: 2x8 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-(-10836) 2456 8- 9-(-2484) 12592 2- 9-(-2230) 462 6-12-( -496) 2396 3- 4=) -8348) 1910 9-10=(-2060) 10616 9- 3=( -756) 3412 2x6 DF SS B;; LOGrIuG WEBS: 2x6 DF STAN 4- 5=( -8348) 1910 10-11=(-2068) 10738 3-10=(-3298) 762 2x6 DF #2 B LL = 25 PSF Ground Snow (Pg) 5- 6=(-10990) 2468 11-12=(-2592) 12836 10- 4=(-1649) 7240 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 6- 7-(-13238) 2934 12- 7=(-2562) 12928 10- 5=(-3490) 776 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 418.8)+DL( 304.8)- 723.5 PLF 0'- 0.0" TO 10'- 0.0" V 5-11=( -774) 3628 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 10'- 0.0" TO 21'- 0.0" V BC UNIF LL( 943.8)+DL( 301.8)= 745.5 PLF 11'- 0.0" TO 21'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA -',- ( 2 ) complete trusses3"x. required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.13131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1777/ 82V -3150/ 3150H 5.50" 12.82 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 0.0" -1830/ B24242V -3150/ 31500 5.50" 13.19 DF ( 625) nails staggered: \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, /X\fX, 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL - -0.152" @ 13'- 8.9" Allowed = 1.004. MAX TL CREEP DEFL = -0.359" @ 13'- 8.9" Allowed - 1.339" MAX HORIZ. LL DEFL - 0.047" @ 20'- 6.5" MAX HORIZ. TL DEFL - 0.075" @ 20'- 6.5" ICOND. 3: 150.00 PLF SEISMIC LOAD. I Design conforms to main windforce-resisting 10-06 10-06 system and components and cladding criteria. 4-05-07 3-01-03 2-11-07 2-11-07 3-01-03 4-05-07 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A ` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ffI 'I load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-5x8 .." :16.00 in the plane of the truss only. 8.0" 9 .f00� E© PR OFA' M-4x6 M-4x6 j„ t\GIN 'l / 0 NB Ct $9200PE of M-3x6 M-3x6 2 6 M-6x16 M-6x16 7 4.OREGON ��Q } iii _ - M � '`1 Y p4 'gip�Q'�" - i, Q� l'I I�'� -I- ` v' 1•I `o � ''' \ �'o i'qRFS-:1`- 1 8 9 10 ,I 11 12 T _ 0.25" o o M-3x5 M-3x10 M-6x8 M-6x8 M-3x10 M-3x5 =M-10x10(S) EXPIRES:. 12/31/2017 y ), )' J' . ), J' 4-03-11 2-11-07 3-02-15 3-02-15 2-11-07 4-03-11 y 21-00 )' , oRRILL • JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - BGIRD • '-- Q Scale: 0.3042 , -- ata •'. WARNINGS: GENERAL NOTES, unless otherwise noted. �� / 1.Builder and erection contractor should be advised elan General Notes I This design is based only upon the parameters shown and is for an individual a 1Truss: BGIRD and Warnings before construction commences building component Applicability of design parameters and proper r 2.2x4 compression web brocng must be installed where shown+ Incorporation of component is the responsibility of the building tleslgner. / • 3.Additional temporary bracing to Insure stability during construct on 2 Design a thetop and bottom charts to be laterally braced at r 139• r,, length by s the responsibility of the erector.Additional permanent of 2oc and t10respectivelyasuoodaless bathtng)Traced )and/ •rhe wall(C). © 's J7 ,' 4' pons ypermanen continuoussheathing has plywood sheathing(TC)antl/or tlrywell(BC) '��j���l`�Y' DATE: 4/20/2017 the overall structureisthe responsibility of the building desgner. 3.2s Impact bridging lateral bracing required where shown++ss !� SEK3110 0 4 5 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A(vV 4• fasteners are complete and at no time should any loads greater than 5.Design assumes truss are to be used n a non-corrosive ve env ronment, s 15 /WAIN,. and are for"dry condition"of use design loads be applied to any component. TRANS ID: LINK pu ponW ro s.Design assumes full bearing at all supports shown.Shim or wedge if 5.Com Trus has no control over and assumes no res bili for necesss fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage w provided April 20,201 7 6.This design is furnished subject to the Itmitabons set forth by 8.Plates shall be located on both feces of truss,and placed so their center -sTPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino/CotnpuTtus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 37'— 6.0" 'COND. 2: Design checked for net(-5 sfspacing. I TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 p ) uplift at 29 "oc BC: 2,09 DF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.9ft, TOOL=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 = 92.0 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 Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. N-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 18-09 18-09 'f f 1' 9-09-11 8-11-05 8-11-05 9-09-11 12 IIM-4x4 12 6.00 3 Q 6.00 M-3x5(S) M-3x5(S) -. 1�GI IVE�� /0 ..17 ...: iF 89200PE r" , OREGON 4� 14 2i\. . M 0000;0„, 1 M. O O --41110 M-3x5(5) %; i o M-3x4 EXPIRES: M- 231/2O17 l y 20-00 17-06 y 1-06 37-06 4 4V WAS 7?, , JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - Cl G� '. • Scale: 0.2179 , ,1F 0 tW G WARNINGS: GENERAL NOTES, unless otherwse noted' / 111. �' 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 lnd'vduai a Truss: Cl and Warnings before construction commences binding component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be oats lletl where shown4 incorporation of component Is the responsibility of the building designer. - - 4Y o c respectrve6 unless braced throughout 3.Additional temporary bracing to Insure stability during construction 2. S.o c and at 1Dealgn assumes the top and bottom chorda to be laterally braced at y� r��`8 44,is the responsibility of the erector Additional permanent bracing of 0' their length by 51 p DATE: 4/20/2017 the overall structure s the responsibility of the build nB designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) 3 2x hoed bridging or lateral bracing required where shown..- . 'I'f� SEQ. : K3110 0 4 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, "� ��fl TRANS I D: LINK design loads be applied to any component. and Design assufor mes lull bearing erase L 5.CompuTrus has no control over and assumes no responsibility for the 6. assumes full bearing at all supports shown Shim or wedge if necessary. fabrication,handling, - shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20 20,l 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/VV/CA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. S.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-398) 2427 3-10=(-291) 198 BC: 2x4 DF #16815 SPACED 24.0" O.C. 2- 3=(-2796) 554 10-11=(-274) 2023 10- 4=( -20) 512 WEBS: 254 DF STAND 3- 4=(-2533) 525 11-12=(-296) 1996 4-11=(-724) 258 LOADING 4- 5=(-1786) 475 12- 8=(-442) 2388 11- 5=(-249) 1188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1787) 469 11- 6=(-724) 259 BC LATERAL SUPPORT G= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2533) 531 6-12=( -21) 507 TOTAL LOAD = 42.0 PSF 7- 8=(-2796) 562 12- 7=(-290) 199 OVERHANGS: 18.0" 24.0" 8- 9=( 0) 101 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -282/ 1743V -221/ 218H 5.50" 2.79 DF ( 625) 37'- 6.0" -306/ 1806V 0/ OH 5.50" 2.89 DF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. 1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.142" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.336" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.040" @ 39'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 39'- 6.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.061" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.102" @ 37'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 18-09 18-09 T f f Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-07-05 6-00-13 6-00-13 6-00-13 6-00-13 6-07-05 (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), f f f f f f f load duration factor=1.6, Truss designed for w 12 M-4x6 12 in the plane of t. t�9,�• ;'1+ Q 6.00 V C 6.00 5 4.0" , GINE, si M-5x8(5) M-5x8(5) 4G/ on /gyp '9 3.1" Q . 8920.O E r" 0.25" 0.25" 4 6 OREG RLfIt. GN -11 p M-1.5x3 IA,* M-1.5x3 , ./ MSR 1 t6. \)11y111,o m , 12 \ . EXPIRES: 12/31/2017 Oi M-3x8 M-3x4 0.25" M-3x4 M-3x8 1 o M-5x8(S) o J, b l y b 9-07-12 9-01-04 9-01-04 9-07-12 .6 Y 1-06 37-06 2-00 .� __�r�WAS" "'t. . JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C2 , i ` p .,,,,,14,4,e-i. 3,4.'`' Scale: 0.1679 WARNINGS: GENERAL NOTES, unless otherwise noted: '" • ‘4111,® I.Builder and erection contractor should be advised of all General Notes 7 This designs based only upon the parameters shown and is for an indvdual -, Truss: C2 and Wam ngs before construction commencesbuilding component.Applicability of design parameters and proper r% 2.2x4 compression web bracing must be nstalletl where shown• incorporation of component Is the responsibility of the building designer. / 3.Additonaltemporarybracngtoinsurestablitydurngconstruction 2.Design assumes the top and boftamchords tobelaleallybraced at •`'OP� 5139.: cam' Is the respons 81ky or the erector.Additional permanent bracing of 7 o c and at IC/o c respectively unless braced throughout their length by J 7 [�, continuous sheathing such as plywood sheathing(TC)antl/or tlrywatt(BC). �+• GISTC ,-- DATE: 4/20/2017 the overall structures the responsibility of the building designer. 3. Impact bridging or lateral bracing required where shown«• T'"C' s3-i is 'C1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor ( R SEQ. : K3110047feseneaarecompleteendalnogeeshouldanyloadsgreaterthan 5 Designassumestrussesaretobeused inanon-corrosive environment, TRANS ID' LINK design loads be applied to any component. Sceand a ssumeor"dry m Bion lir use 5.CompuTrus has no control over and assumes no responsibility for the a Design assumes ssumes full bearing al all supports shown.Shim or wedge if ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 20,20 17 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in Boll,copies of which will be furnished upon request. lines coincide with joint center lines. 5. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E ID.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR2- 3=( 0) 76 2- 0=(-308) 2396 3- 4=)-220) 198 SPACED 24.0" O.C. 2- 3=(-2775) 567 9-10=(-308) 1992 9- 4=( -20) 512 WEBS: 2x9 DF STAND 3- 4-(-2511) 537 10-11=(-293) 1956 4-10=(-724) 258 LOADING 9- 5-(-1765) 970 11- 8=(-496) 2293 5-10=(-254) 1172 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1765) 982 10- 6=(-700) 253 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2966) 553 6-11=( -28) 473 TOTAL LOAD = 92.0 PSF 7- 8=(-2711) 583 11- 7=(-238) 205 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) no For hanger specs. - See approved plans BCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -285/ 1742V -202/ 212H 5.50" 2.79 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 3.0" -220/ 1569V 0/ OH 5.50" 2.50 DF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.136" @ 18'- 9.0" Allowed = 1.817" MAX TL CREEP DEFL = -0.323" @ 18'- 9.0" Allowed = 2.922" MAX HORIZ. LL DEFL = 0.060" @ 36'- 9.5" MAX BORIZ. TL DEFL = 0.099" @ 36'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-23.9ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, 18-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 18-06 load duration factor=l.6, T f ' Truss designed for wind loads 6-07-05 6-00-13 6-00-13 6-00-13 6-00-13 6-04-05 in the plane of the truss only. f T T T T T T 12 1]pp/1 (_ 6.00 M-4x6 12 �� ' li Pn Opt.6. Q 6.00 C 64 ca NGIN T /0 M-5x8(S) 1444i M-5x8(S) :4 17 3.1' 4 $9200PE r 0.25" 0.25" 4 • +j OREGON lV M-1.5x3 M-1.5x3 +�' - +' , 41ER R I / ,roo 1 IM-3x8 Y nta EXPIRES; 12/31/2017 0 9 10 Io M-3x4 0.25" M-3x4 M-4x6 + e 1 o M-5x8(5) b b b ), ,I- 9-07-12 9-01-04 9-01-04 9-04-12 l b y .011R114 tp. 1-06 37-03 . 4 ..qq' 9t/AS ' `,j.' JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C3 & �,� ' '� 15 Scale: 0.1682 a �� e, 0 4 WARNINGS: GENERAL NOTES, unless otherwise noted: ` / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C3 and Warnings before construction commences building componentA licab li pp h of design parameters end proper ,�y 2.244 compression web bracing must be installed where shown+ nceN rporalon of component Is e responslbllty of the building tleslgner /�r.I 3.Additional temporary bracing to insure stability during constructionDesign assumes the top and bottom chords to be laterally braced at 51398_4, 8_ ly is the responsibility of the erector.Additional permanent bracing of Y a c and at 10'a c respectively unless braced throughout their length by �r DATE: 4/20/2017 the overall structure s the responsibility of the building tleslgnercentnuous sheathing such as plywooduiredng(TC)and/or drywall(BC) .. �C$ y.. p 3.24 impact bridging or lateral bracing required where shown++ >!S V,F ' } 4.No load should be applied to any component until after all bracing and 4.Installalon of truss is the responsibilityPe """}}} SEQ.: K 48 fasteners are complete and at no lime should any loads greater than 5 Design assumes trusses areto usdI as non-coeevsve environment, _ ut}`0*',��C TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. tY L� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes roll beano at all supports shown.Shim or wedge if fabrication.handling,shipmentnecessary. and Installation s set to orients. 7.Design assumes adequate drainage is provided. April 20,2 1 6.This design Is famished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. WEBS: 2x9 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-03-12 0-01-12 '( T T 12 6.00 M-1.5x3 3 —/ ini o •O�o PR aFFss o y 1 M-3x4 M-1.5x3 OREGON �� 7.4., If 4 ] 14 ?A -� - M�R R1 l k-4'P 1-06 2-05-08 EXPIRES; 12/310017 ANY QR ' RLL ` WAs f); JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C4 = ' ...I, IA Scale: 0.6814 ` A. `Itof,,,. _ WARNINGS: GENERAL NOTES, unless otherwise noted: Itof,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based ony upon the parameters shown and Is for an individual ` l' Truss: C4 and Warnings before construction commences building component.Applicability of design parameters and proper ' r 2.2x4 cam b bracing st be installed where shown+ incorporation of component is the responsbiity of Ne building designer. - /au-', I press an we g mu2 Des the to d bottom chords to be laterally braced at 3.Additional temporary bracing toiinsure stability during construction Design pan Y '� 5139: �{ • s the responsibility of the erector.Additional permanent bracing of T o i end at itl hin respectively a ply unless braced(TC)and/or their length by ///'''��y y�y r�.Qp(.�/ continuous sheathing such as plywood sheatMng(TC)entllor drywall(BC) Y1S 1 iYL Y DATE: 4/20/2017 the overall structures the responsibility of the bolding desgner. 3 9:Impact bridging or lateral bracing required where shown++ SEQ. : K3110049 4.No bad should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, hT.i ,-t TRANS I D• LINK design loads be applied to any component. and are fore ss a condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Decease ues full bearing at all supports shown.Shim or wedge if ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,201 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide weh joint center lines. i 9.Digits indicate awe of plate in inches. MiTek USA,Ino./CompuTNs Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 67 9-10=(-303) 1719 2- 9=( -275) 199 12- 7=(-296) 207 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=) -47) 124 10-11=(-257) 1712 9- 3=(-2125) 904 WEBS: 204 DF STAND 3- 4=(-2013) 444 11-12=(-268) 1812 3-10=( 0) 197 LOADING 9- 5=(-1602) 444 12- 8=(-421) 2158 10- 4=) 0) 294 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1602) 450 9-11=) -523) 225 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2308) 523 5-11=( -228) 1038 TOTAL LOAD = 42.0 PSF 7- 8=(-2556) 559 11- 6=) -701) 255 OVERHANGS: 16.0" 0.0" 6-12=( -31) 477 LL = 25 PSF Ground Snow (Pg) JT 8: Heel to plate corner = 2.00" 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) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -259/ 1630V -220/ 207H 5.50" 2.61 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.0" -211/ 1987V 0/ OH 5.50" 2.38 DF ( 625) 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 = 0.006" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.007" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.108" @ 22'- 10.8" Allowed = 1.717" MAX TL CREEP DEFL = -0.254" @ 22'- 10.8" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.099" @ 34'- 9.5" MAX HORIZ. TL DEFL = 0.080" @ 39'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 16-09 18-06 / Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4-05-11 6-02-08 6-00-13 6-00-13 6-00-13 6-04-05 load duration factor=l.6, f f f '1' T ' ,( End vertical(s) are exposed to wind, Truss designed for wind loads 12 12 6.00 ."'M-4x6in the plane of the truss only. 6.00 �y ��[i 5 4 ! 'cS., r:RD OV M-5x8(S) ` M-5x8(S) �,GINe.-$;, / tC! pA n C 0.25"0000• 0.25" $9200PE �r" M-3x5 3 41\ \)IHIHIIIIIII1.5x3 -y OREGON , tc A4I `,b ? 14 20- :- M-1.5x3 RRi��-MFVP z / ," o I 1 c o / 10 T EXPIRES: 12/31/2017 g 2 g o 11-3x83x8 M-3x4 0.25"- 2 1 M-3x4 M-3x8 1 o M-5x8(S) 1 l .1 )' 1 y y 7-07-12 9-01-04 9-01-04 9-04-12 y 1-04 35-03 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C5 ,,., ,, 3 0 Scale: 0.1818 . ,,d 8. • B -F:. WARNINGS: GENERAL NOTES, unless otherwise noted: �) TrussCS 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 a and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compressor web bracing must be installed where shown+. incorporation of component is the responsibility of the building tlaslgner. / / 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at is the responsibility of the erector Additional permanent bracing of 7 o c.and al 1 f7 o c respectively unless braced throughout their length bykp continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ��[y�� DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging ng or lateral bracing required where shown++ 4brsTly SEQ. : K31I0050 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilityy of the respective contractor. ^ h fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environment, 1} .... ` hA TRANS ID: LINK design loads be applied to any componentand are for"dry condition"of use. Design 5.CompuTrus has no control over and assumes no responsibility for the 6 necesssaassumes full baa ring at all supporta shown.Shim or wedge If fabrication,handling,shipment and installation of components. ry. 6.This deslgnisfurnishedsubjecttothelimitationssetforth T.Designassumes adequate ofprovided.t drainagesApril 20,20 17 W e.Plateessshell be located on both faces of truss,and placed so Meir center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 35'— 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 254 DF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"00. UON. Enclosed, Cat.2, Ex B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF (All Heights), p• Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor-1.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-152 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 16-09 18-06 T T 10-06-09 6-02-07 6-02-09 12-03-07 T T '( T 12 IIM-4x4 12 6.00 [;7' 2 Q 6.00 M-3x5(5) M-3x5(5) ❑p n iiiii if Q 89200PE c' 7� ' 4� ► GON es A M i,• /- -- 2 4 s o M-3x5(S) EXPIRES,. 12/31/ MM 7 1 y 1 16-09 18-05-15 is 1-04 35-03 ,,t Q J44,9 o WAS ,`,1' JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C6 ® ¢..z Tai Scale: 0.2917 �C.. et� WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Bolder and erection contractor should be advisedlee of all General Notes 1.This tlesign is based only upon the parameters shown and is for an individual a Truss: C6 and Wam ngs before construction commences building component.Applicability of design parameters and proper ye 2.2>t4 compression web bracing must be Installed where shown+ incorporation of wmponem s the responsibility of the building designer /Y • pyo 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced al C �}(1• 'S' s the responsibilityf the erector Additional t bracing ( 2'o c.and at 10 o c.respectively unless braced throughout their length by /� J J7 .meq/ � o permaneno continuous sheathing such as plywood healhing(TC)and/or drywall(80) �+r -'��+ �P' „SY DATE: 4/20/2017 the overall structure is the responsibility of the building desgner. 3 rax Impact bridging or lateral bracing required where shown w h G 4.No load should be applied to any component until after all bracing and 4 Installation of truss s the responsibility of the respective contractor. V SEQ.: K3110051 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tobeused nanoncorreeveenvironment, S�ONALS- TRANS I D: LINK design loads be applied to any component. and ge assumes for"dry condition"beah g use. a. 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee full bearing at all supports shown.Shim or wedge if sorry. fabrication,handling,shipment and installation ofcomponents. 7.Design assumes adequate drainage is provided. April 20,20 17 17 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA in SCSI,copies of which will be furnished upon request. lines coincide with loint center lines. l 9.Digits indicate stye of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-06-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 27 2- 8=(-1559) 5011 3- 8=( -271) 876 2x6 DF SS T2 2- 3=(-5226) 1627 8- 9=(-3095) 7798 6- 9=( 0) 336 BC: 2x6 DF SS LOADING 3- 9=(-5812) 1898 9-10=(-2369) 5689 8- 5=(-2165) 1259 WEBS: 2x9 DF STAND LL = 25 PSF Ground Snow (Pg) 9- 5=(-5698) 1836 5- 9=( -770) 703 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7038) 2923 9- 6=( -31) 1469 TC LATERAL SUPPORT <= 12"OC. ION. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 20'- 6.0" V 6- 7=( -18) 22 6-10=(-5807) 2931 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 90.01= 40.0 PLF 0'- 0.0" TO 20'- 6.0" V 10- 7=( -381) 297 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"01 UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -500/ 1766V -19/ 97H 5.50" 2.83 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 6.0" -686/ 1733V 0/ OH 5.50" 2.77 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 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 = 0.459" @ 10'- 1.5" Allowed = 0.979" MAX TL CREEP DEFL = -1.013" @ 10'- 1.5" Allowed = 1.306" MAX HORIZ. LL DEFL = -0.060" @ 20'- 4.3" MAX HORIZ. TL DEFL = 0.097" @ 20'- 9.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 5-11-11 14-06-05 in the plane of the truss only. l' 'r T 3-03-04 2-08-07 3-06-05 6-03-08 q_Og_Og © � 12 T 4320# T O O (� 3.00 v C� {'�llINE.$' 'Jib- 17 M-5x16 89200PE oaf M-3x10 M-8x20 M-1.5x3 M-1.5x4 4 s 6 7 300111110.1tiona A w 2 � OREGQ�V o 1 __� _ _ ila • 1 1 8 8 r�� ,.S� . 0 M-4x10 NV M-3x10 0.25" p[z M-6x8 [i f'9-II-\-, MSHS-9x10(5) y y y EXP1REyS:. 12/31/2017 4-11-04 7-08-08 7-10-04 b 1 1-00 20-06 y • F WA$ ,i .. - . JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH1 '� Scale: 0.3638 -.:i '- WARNINGS: GENERAL NOTES, unless otherwise noted: ` w s Truss DH1 1.Builder and erection contractor should be advised ofali General Notes 1.This design a based only upon the parameters shown and iis for an individual end Waco ngs before construction commences balding component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. mcorporet on of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at µtj 398 is the responsibility of the erector.Additional onal permanent bracing o7 T o c and at 10 o.c respectively unless braced throughout shalt length by - [e� DATE: 4/20/2017 the overall structure is the responsibility /the bu lit des continuous sheathing such as plywood sheathing(TC)and/or drywall(B0). '1' ° "g goer. 3 2slmpadbrtlgngorlaterelbrecingrequretlwhareshown++ 4'G.31 , SEQ. : K3110052 4.No lead should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any Wads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 'IRTI _A.�r TRANS ID: LINK design loads be applied to any component. • and are for assumes"dry Intlbearing et ch �A T% 5.CompuTrus has no control over and assumes no responsibility for then6.DesigneeNII et all supports shown.Shim or wedge if fabrication,handling,shipment and installation ofcomponents. ry' .I 6.This design is fumished subject to the limitations set forth by 7.Design shall bees atleduoneoth face Is trusised. April 2O,ZQ 17 8.Plates shall located on both faces of truss,and placed so their center TPINVIGA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see EOR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) O) 27 2- 7=(-705) 2279 3- 7=( -80) 176 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2404) 637 7- 8=(-586) 2255 7- 4=( 0) 239 3- 4=(-2271) 513 8- 9=(-586) 2255 7- 5=( -109) 98 WEBS: 2x4 DF STAND LOADING 4- 5=(-2187) 517 6- 5=( 0) 276 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -27) 30 5- 9=(-2352) 596 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=( -176) 97 TOTAL LOAD = 92.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -150/ 989V -23/ 71H 5.50" 1.58 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -101/ 653V 0/ OH 5.50" 1.36 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.165" @ 8'- 0.0" Allowed = 0.979" MAX TL CREEP DEFL = -0.366" @ 8'- 0.0" Allowed = 1.306" MAX BORIZ. LL DEFL = 0.034" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.057" @ 20'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads 7-11-11 12-06-05 in the plane of the trusslonly. f f 1 4-01-04 3-10-07 5-10-01 6-08-04 12 3.00 I,- /'�pC M-5x6 M-4512 Ct. l.189200 E �I� 9 M-1.5x3 Oa N T 3 0 Ii I OREG03V <vt 0.25" M-1.5x3 M-3x10 c. M3x5 -- M-5x8(5) l y y EXPIRS:. 12/31/2017 7-03-04 6-06-08 6-08-04 J, l 1 1-00 20-06 - JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH2 op�1 ?.- � l' Scale: 0.3638 �.// unless otherwise noted. ��'-1 WARNINGS: GENERAL NOTES, - ��� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an Individual Truss: DH2 end Wamngs before construction commencesbudding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer. / i 3.Additional temporary bracing to insure stab Idy during wnsbuction 2.Design assumes the lop and bottom chords to be laterally braced at r 1' s the responsibility f the erector.Additional 1 bracing f 7 o c and at 10 o c respectively unless braced throughout their length by fA� J 1 T ^v pons y o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) %.`iiG.1sV" DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4.Installation of truss 5 the responsibility of the respective contractor. 7�� r SEQ. : K 3110 0 5 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 3'110 ALS' and TRANS ID• LINK design loads be applied to any component Designgfsrmescondition"llbearing use 5.CompuTrus has no control over and assumes no responsibility for the 6 sse assumes full bearing at all suppose shown.Shim or wedge if 7 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,20 1 7 B.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 1 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(DL)-E f 0 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC a LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 8=(-816) 2279 3- 8=) -80) 176 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2909 761 8- 9= ( 0) WEBS: 2x4 DF STAND ) (-729) 2255 8- 4= 239 3- 4=(-2271) 680 9-10=(-729) 2255 8- 6=( -118) 77 LOADING 9- 5=( 0) 0 9- 6=) 0) 276 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=)-2187) 680 6-10=(-2352) 744 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -26) 30 10- 7=) -176) 92 TOTAL LOAD = 92.0 PSF NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED Q IRED BRGAREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -191/ 989V -23/ 71H 5.50" 1.58 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 6.0" -129/ 853V 0/ OH 5.50" 1.36 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP I'' 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/160 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 = 0.167" @ 8'- 0.0" Allowed = 0.979" MAX TL CREEP DEFL = -0.366" @ 8'- 0.0" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.034" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.057" @ 20'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, 9-11-11 10-06-05 Truss designed for wind loads '' i' ,r in the plane of the truss only. 4-01-04 3-03-12 2-06-11 3-10-01 6-08-04 T T T T p p C 8-00 c, laGINifFP 61- . 12 /y� Q C 3.00 v n+• 89200A.p. E �r" M-5x6 5 4 M-4x12 M-1,5x3 M-1.5x33 ail '-- o 7 1 OREGON 2 0 141 rh _ �� ". ._ _ N M �. RR1�L. 8 ` 10 o M-3x5 0'25" M-L 5x3 M-3x10 M-5x8(S) EXPIRES:. 12/31/2017 b 1 b y 7-03-04 6-06-08 6-08-04 ,1 L ,1- 1-00 1-00 20-06 y a e WAs . JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH3 / ; � ,' Scale: 0.3013 -4 /� ,.'. WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Budder and erection contractor should be aduised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual I. Truss: DH3 and Warnings before construction commencesbuildingcomponent.Applicability ofdeodesign parameters and proper 2.2v4compresson web bracing must be installed where shown+ Incoryorelon of component is Nereaponsibity of thebuilding designer. /`� � - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at yid is the responsibility of the erector.Additional permanent bracing or 2..c.and at 10.oc respectively unless braced throughout theirlengih by 5139+ - DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheath ng(TC)and/or drywall(00) 3 In Impact bridging or lateral bracing required where shown++ © (^xISI SEQ.: K3110 0 5 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss s the responsibility of the respective contractor. S$ - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �"��T��C TRANS ID: LINK desgnloedsbeappledtoany component. antlarefor'tlrycontldon or use. 1Y V''''.. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ceCery .I - - pme 7.Design assumes adequate drainage is provided. April 20,20 17 6.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both(aces of truss,and placed so their center TPIANlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CumpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 7=(-615) 2246 7- 3=( 0) 179 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2370) 492 7- 8=(-619) 2240 3- 8=( -728) 236 WEBS: 2x4 DF STAND 3- 4=(-1625) 324 8- 9=(-356) 1043 8- 4=( 0) 180 LOADING 4- 5=(-1539) 337 8- 5=( -47) 577 TC LATERAL SUPPORT 6= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -45) 54 5- 9=(-1236) 388 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=( -122) 71 TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -172/ 988V -36/ 109H 5.50" 1.58 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -102/ 854V 0/ OH 5.50" 1.37 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 ** For hanger specs. - See approved plans 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 = -0.102" @ 6'- 2.6" Allowed = 0.979" MAX TL CREEP DEFL = -0.239" @ 6'- 2.6" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.026" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.043" @ 20'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. 11-11-11 8-06-05 f T T T f 6-03 5-08-11 T 3-10-01 T 4-08-04 • T ' tD PR O ` � I [ 12 3.00 v M-4x6 j4(,INE. U M-3x5 M-1.5x3 '',9 04 4S 6 17 4..., f ' M-3x9 3 100 WI v OREGON to E 9 R RIO- '" 1 - 7 0.25" 8 o M-3x5 M-1.5x3 M-3x5 -- - M-5x8(S) EXPIRES: 1213112017 y J, l y 6-01-04 5-02 9-02-12 ' .6 l 1-00 20-06 2 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH4 ‹) �`* :, °A Scale: 0.3263 - r - 4 Off, WARNINGS: GENERAL NOTES, unless athetwise noted: - '' i 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 Truss: DH4 and Warnings before condmctlon commences building component Appi:cabllty of design parameters and proper incorporation 2.2x4 compression web bracing must be mstailetl where shown+ incorporation of component s the responsibility of the building designer. /'I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the res blit of erector.Additional permanent f 7o.c and at 10 o.c.respectively unless braced throughout their length by 5139: pons y o permanen g a continuous sheathing such as plywood sheathing(TC)and/or drywall(130) Q DATE: 4/20/2017 the overall structure Is the responsibility ofd.building designer. 3 2x Impact bridging or lateral bracing required where shown++ ' Gt�ts'!11.a.TP,veV SEQ.: K3110 05 5 4 No load should be applied to any component until after alt bracing and 4 Installationof truss is the responsibility of the respective contractor. (N} Y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, �'`*<QNAL: - TRANS ID• LINK design Ioads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.neDesign srysumes full bearing at ell supports shown.Shim or wedge if ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,201 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAATCA in BCS!,copies of which will be furnished upon requestlines coincide with Joint center lines. } 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&13TA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 8=(-693) 2246 8- 3=( 0) 179 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2370) 579 8- 9=(-697) 2240 3- 9=( -728) 215 WEBS: 2x4 DF STAND 3- 4=(-1625) 429 9-10=(-944) 1093 9- 4=( 0) 180 LOADING 9- 5=( 0) 0 9- 6=) -59) 577 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1539) 935 6-10=(-1236) 492 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -95) 59 10- 7=( -122) 65 TOTAL LOAD = 92.0 PSF NOTE: 2x9 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -198/ 988V -36/ 109H 5.50" 1.58 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 6.0" -139/ 854V 0/ OH 5.50" 1.37 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF 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 "cc 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 = -0.102" @ 6'- 2.6" Allowed = 0.979" MAX TL CREEP DEFL = -0.239" @ 6'- 2.6" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.026" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.093" @ 20'- 2.5" Design conforms to mai n windforce-resisting system and components cladding criteria. Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 13-11-11 6-06-05 ,r End vertical(s) are exposed to wind, Truss designed for wind loads 6-03 5-02 2-06-11 1-10-01 4-08-04 in the plane of the truss only. f T T T T T • 12-00 ' `vS0 S i�OPer,: 12 �.�j� �GIN�; S!% 3.00 I� M-4x6 6 {� 2 i4 i 19 �- 9 M-3x5 M-1.5x3 Q 892QOPE a M-3x4 a 3 7 OREGON lv T6 2 M M C ° t * 41-eR R1 L'-' $ 9 * 10 0.25" o M-3x5 M-1.5x3 M-3x5 M-5x8(S) EXPIRE&. 12131/2017 1, ,1 ,t, y 6-01-04 5-02 9-02-12 1 b y 1-00 20-06 WA $' �'1 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH5 Scale: 0.3013 ' . d'Q WARNINGS: GENERAL NOTES, unless otherwise noted: ,� .•\ �✓ Truss: DH5 Builder and erection contractor should be advised of all General Notes This design A based only upon the parameters shown and Is or an individual and Warnings before construction commences building component.Applicability of design parameters and proper - -,,,7/ 2.2x9 compression web bracing must be installed where shown 4. Incorporation of component is the responslb l ty of Me budding designer. /+�'�/ - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 5y139$ �(`'y.* Is the responsibility of the erector.Additional permanent bracing of T o c end at tg o c respectively unless braced throughout their length by t: DATE: 4/20/2017 the overall structuress the responsibility of the bolding desgner. continuoussheathingItchasacingoduired inere shod/or drywall(00) � - 4.No load should be applied to an 3 Dl impact bridging or lateral bracing required where shown+* © GIST SEQ. : K3110056 Pp any 4 Installation oftrussIsthe responsibility ofthe respeclvecontractor. fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non corrosive environment TRANS ID: LINK design loads beapplied toany componen and are assumes areae. xQhi�Jr 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if • fabrication,handling,shipment and installation of components. necessary. _ - - 7.Design shall assumes caadequate drainagefaces is truss,d. and l 20,201 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of truss,end placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate the of plate in inches. MITek USA,Sit./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 8=(-693) 2246 8- 3=( 0) 179 BC: 2x4 DF #168TR SPACED 24.0" O.C. 2- 3=(-2370) 579 8- 9=(-697) 2240 3- 9=( -728) 215 WEBS: 2x4 DF STAND 3- 4=(-1625) 429 9-10=(-444) 1043 9- 4=( 0) 180 LOADING 4- 5=( 0) 0 9- 6=( -59) 577 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1539) 435 6-10=(-1236) 492 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -45) 54 10- 7=( -122) 65 TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -198/ 988V -36/ 109H 5.50" 1.58 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 6.0" -139/ 854V 0/ OH 5.50" 1.37 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: 11=1/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ** For hanger specs. - See approved plans MAX LL DEFL = -0.102" @ 6'- 2.6" Allowed = 0.979" MAX TL CREEP DEFL = -0.239" @ 6'- 2.6" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.026" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.043" @ 20'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-11-11 4-06-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), durtion 'f Enddvertical(s)aare rexposed to wind, 6-03 5-02 2-06-11 1-10-01 4-08-04 Truss designed for wind loads .1' 'f 1' 1 '( 1' in the plane of the truss only. 12-00 ,� M-4x6+ �f ltD .. OF,6 - 12 3.00 v M-4x6 6 M=3x5 Mi.5x3 . `� .f.`GIN �,rl�,.. 4� 4� ,_44./ 89200PE T 4 / 6 ti /7 M-3x4 0 o OREGON 1cri ,. 2 V 1 0 - I �RR;11=4 oo 8 9 * 10 -- o M-3x5 M-1.5x3 0.25" M-3x5 M5x8(S) EXPIRE& 12/31/2017 b 1 1 l 6-01-04 5-02 9-02-12 .6 b 1 1-00 20-06 • WAs JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH6 ' K � Scale: 0.3013 ' I p WARNINGS: GENERAL NOTES, unless otherwise noted: A I ga y 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown end is for an individual Truss DH6 and Wamngs before construction commences building componentApplicability of design parameters end proper " � 2.2x4 tom b bracing t be Installed where shown+ nsorporat on of component Is the responsibility of the building designer. - i ' compression we g mus 2 Design assumes the tap and bottom chords to be laterally braced at £� 3.Additional temporary bracing to insure stability during construct on Z o c and at 10 o.c.respectively unless braced throughout their length by ° ^y "�✓ is the responsibility of the erector.Addfllonel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) - .GI T$ DATE: 4/20/2017 the overall structure s the responsiblidy of the building desgner. 3.2x Impact bridging or lateral bracing required where shown*+ [s3 +'l 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. } }, SEQ. :. K3I I Q 0 CJ 7 Fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �'.4ONAL 1`Z TRANS ID: LINK desgnloads beapplied toany component. a°da�a°�°pBBoo°d°°9e supports Be 5.CompuTrus has no control over and assumes no responsibility for the 6 Design full bearin t all su ns shown.Shim or wed if awry. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 20,2O 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMITCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate N Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 27 2- 8=(-754) 2296 8- 3=( 0) 179 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2370) 660 8- 9=(-758) 2290 3- 9=( -728) 189 WEBS: 2x4 DE STAND 3- 4=(-1625) 598 9-10=(-612) 1093 9- 4=( 0) 180 LOADING 4- 5=(-1539) 598 9- 5=( 0) 577 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 5-10=(-1236) 689 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=) -45) 54 10- 7=) -122) 79 TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -231/ 988V -36/ 110H 5.50" 1.58 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 6.0" -237/ 859V 0/ OH 5.50" 1.37 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 108SF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) M-1.5x4 o AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. r equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 6'- 2.6" Allowed = 0.979" MAX TL CREEP DEFL = -0.239" @ 6'- 2.6" Allowed = 1.306" MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.043" @ 20'- 2.5" Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-11-11 2-06-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f load duration factor=l.6, 6-03 5-02 4-04-12 2-01-15 2-06-05 End vertical(s) are exposed to wind, ,r f f ' f Truss designed for wind loads in the plane of the truss only. T 12-00 T - �, . �fVtD ROpt- 6 C M-3x5 3.00 v CjS GINE S/ M-4x6M-15x3 ct 89200 pE .`-.. r 9 S 7 ' IN o M-3x4 o OREGON �44/� i 1 M�RR10L 8 9 ** 10 o M-3x5 M-1.5x3 0.25' M-3x5 M-5x8(S) EXPIRES: 12/31/2017 1 , , 1 6-01-04 5-02 9-02-12 1 ), 1 1-00 20-06 IR x Ak N+*` WA s JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH7 I � , Scale: 0.3013 ,�f� O WARNINGS: GENERAL NOTES, unless otherwise noted: ,IliMe) 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown ands for an individual ` Truss: DH7 and Warnings before coniructlon commences building componentApplicability bility ofdesgn parameters and proper ^ 2.2s4 compression web bracing must be installed where shown+. incorporation of component sthe responsibtity of the building designer. (i°j7' 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced a1 . 51390 ,(( Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 o c respectively unless braced throughout their length by - 1� DATE: 4/20/2017 the overall structure is the responsibility ofthe permanent deal continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) +U"rr p spons y g gner. 3 2v Impact bridging or lateral bracing required where shown++ R 1}SEQ. : K3110058 4.No load shots&be applied to any component until after all bracing and 4 Installation of truss is the responsibility of Me respective contractor �y 1 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrosve environment ,QlkT A.T1j1: TRANS ID: LINK design loads be applied to any component. end are for"dry contlNon'ng vt e. 4v\f1L 5.CompuTrus has no control over and assumes no responsibility lar the 8.Dee�gassumes lull bearing at all supports shown.Shim or wedge if ry. - fabrication,handling,shipment and installation satfo onents. 7.Design assumes adequate drainage Is provided. April 20,20 1 7 8.This design is furnished subject to the limitationss set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANfCA In BCN,copies of which will be furnished upon request. lines coincde with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E f 0.For basic connector plate design values see 658-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-5=(-24) 28 3-5=(-128) 107 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 36 WEBS: 2x4 DF STAND 3-4=( -7) 3 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 BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 22.3" 0.0" 0'- 0.0" -102/ 455V -13/ 53H 3.50" 0.73 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -20/ 168V 0/ OH 5.50" 0.27 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.029" @ -1'- 10.3" Allowed = 0.185" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.034" @ -1'- 10.3" Allowed = 0.247" MAX TC PANEL LL DEFL = 0.015" @ 1'- 7.3" Allowed = 0.192" MAX TC PANEL TL DEFL = 0.016" @ 1'- 7.3" Allowed = 0.288" 3-08-04 0-03-12 ` ` f 1 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 4.00 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, M-1.5x3 End vertical(s) are exposed to wind, 4 -I Truss designed for wind loads 3 in the plane of the truss only. ir ill ,,, 2 �� � S t ���a0r N _..idillilliell A , 1G I N Fc l9 1 M-3x4 M-1.5x3 ** 5 • G?>-1s,.�.VPL f pit...OREGON zzyQ '"4.St "`'14,2 ' . l b b ERRtL\- 3-08-04 0-03-12 1-10-04 4-00 EXPIRES: 12L3112017 il JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - El jam„::,, ,oc Scale: 0.6506 WARNINGS: GENERAL NOTES, unless otherwise noted: d/ --411 • 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 ` Truss: El and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component s the responsbiity of the building designer. /°� / 2 Design assumes the top and bottom chords to be laterally braced at * 3.Additional temporary bracing to Insure stability during construction - r is the respons b Idy of the erector.Additional permanent bracing of 7 o c and at 10 o c respectively unless braced throughout their length by g�J 139•s + continuous sheathing such as plywood sheathing(TC)and/or drywsll(BC). {*^ DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+♦ -vl ),p No load should be applied to any component until after all bracing and 4.Installation truss is the responsibility of the respective contractor. SEQ. : K3110 0 60 4. of fasteners are complete and at no time should any loads greater than s Design assumes trusses are to be used n a noncorrosive environment, S 4 TRANS ID: LINK design loads be applied to any componeM and are for dy full a uee Q AT�' 5.CompuTrus has no control over and assumes no responsibility for the 6 necessary.Design seacoast full bear rg et all supports shown.Shim or wedge i( fabrication,handling,shipment and installation of components. ,t st su jn pfth yts. s7.Designlsshall bees adequateothifage is ruse,d. AP11 ZO,ZO 1 7 6.This design Is furnished subject to the limitations set farih by 8.Plates shall be located on both(aces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. • 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTms Software 7.6.8(1 L)-E to.For basic connector plate design values see ES12-1311,Ens-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-5=(-29) 28 3-5=(-128) 107 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 36 WEBS: 2x9 OF STAND 3-4=( -7) 3 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 TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS; 22.3" 0.0•' 0'- 0.0" -102/ 955V -13/ 53H 3.50" 0.73 DF ( 625) LI = 25 PSF Ground Snow (Pg) 9'- 0.0" -20/ 168V 0/ OH 5.50" 0.27 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.029" @ -1'- 10.3" Allowed = 0.185" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.034" @ -1'- 10.3" Allowed = 0.247" MAX TC PANEL LL DEFL = 0.015" @ 1'- 7.3" Allowed = 0.192" MAX TC PANEL TL DEFL = 0.016" @ 1'- 7.3" Allowed = 0.288" 3-08-04 0-03-12 4' 4' MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 4.00 i " Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-l.6, M-1.5x3 End vertical 9 (s) are exposed to wind, 3 -/ Truss designed for wind loads in the plane of the truss only. N ol I pppp//'�� 2o � \`` CLss o _� •, ,,,ca t - NE's .�Q4. 9 ` ' 89200.PE M-3x4 M-1.5x3 -- 7 OREGON �Q ,,,,b -illy 1 4 � b ), b SR'R 11-V 3-08-04 0-03-12 - -_ _ b y b 1-10-04 4-00 EXPIRE: 12/31/2017. 01tRIL.t.6 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - E2 �� was Scale: 0.6506 +/tAi-� c.-. O WARNINGS: GENERAL NOTES, unlessothenvise noted: IG 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 Truss: E2 and Warnings before construction commences building mponent Applicability of design parameters and proper -f - 2.2v4 compression web bracing must be metalled where shown+ incorporation of component is the responsibility of the building designer. °�+'' 3.Additional temporary bracing to nears stability during construction 2 D g and cr 1the top and bottom chords to be laterally braced at yn 51398 '` Is the responsibility of the erector.Additional permanent bracing of Too. e11 CrV o c respectively unless braced throughout their length by DATE: 4/20/2017 the overall structure is the responsibility(the buildingdes continuous sheathing such as plywood eheathing(TC)and/or drywali(BC) Q T spay c ty ce goer. 3 Dt impact bridging or rhoMere!sponsibracing i required where shown+* .. S E Q. : K 3110 0 61 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility Iity of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non corrosive environment, ZONAL S--t design loads beapplied to ancomponent. and are for dry condition.'of use. 1Y L TRANS ID: LINK 5.Com nT us has no over assumes no res 8.Design assumes full bearing at all supporta shown.Shim or wedge if pu responsibility for the fabrication,handling,shipment and installation of components. ssary. 7.DDesign assumes adequate drainage is provided. April l 20,201 7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sive of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 66 2-5=(-35) 48 3-5-(-176) 136 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3-(-75) 61 WEBS: 2x4 DF STAND 3-4-( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. TON. 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 22.3" 0.0" 0'- 0.0" -99/ 495V -20/ 70H 3.50" 0.79 DF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 6.0" -27/ 231V 0/ OH 5.50" 0.37 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.029" @ -1'- 10.3" Allowed = 0.185" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.034" @ -1'- 10.3" Allowed - 0.247" MAX TC PANEL LL DEFL = 0.054" @ 2'- 10.8" Allowed - 0.297" MAX TC PANEL TL DEFL - -0.073" @ 2'- 8.6" Allowed - 0.446" 5-02-04 0-03-12 f '1' ' MAX HORIZ. LL DEFL - 0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 2.2" 4.00 t ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -/ load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N -...1111111111111111111111111111111111 1 o N �� . Sa1L � , -1 �5 `x 89200PE yr o 1 - M-3x4 M-1.5x3 40 OREGON toQ y y y MSRRlO- 5-02-04 0-03-12 b l b 1-10-04 5-06 EXPIRES:, 12/31/2017 Scale: 0.6227 % ,t.' JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - E3 - � � WARNINGS: GENERAL NOTES, unless omenvise noted. la. -W) 1.Builder and erection contractor should be advised alai General Notes 1.This design is based only upon the parameters shown ands for an individual lkikt 1 . Truss: E3 and warnings before construction commences building component Applicability of design parameters and properEr/ 2.244 compressor web bracing must benstalled where shown 4. incorporation of component is the responsibility of the building tleegner. / I 3.Additional temporary bracing to Insure stab IM during construction 2 Design assumes the lop and bottom chords to be laterally braced at r I� 6 s the responsibility of the erector.Adtlltlonal permanent bracing of T o c and at 70 o.c respectively unless braced throughout their length by J O,,o, DATE: 4/20/2017 the overall structure Is thereresponsibility of building descontinuousshgingior latebacing ing re uire where sown«drywall(BC) C/jt_IA " (g'r� �'O�}" sport ye g goer. 3.contMu20 us sheathing lateralsuchsplywore sheated Mg(TC)hown++ T"4, F 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor yS r SEQ. : K3110062fasteners are complete and at no the should any loads greater than 5.Desgnassumestnoaasaretobeusednanoncorrosveenvronment AO TL � and are for dry condition"of use, A TRANS ID: LINK design loads be applied to anycomponent. 6.Design assumes full bearing at all suppods shown.Shim or wedge if 5.CompuTrus has no control over r antl assumes no responsibility for the nemmry fabrication.handling,shipment and Installation ofcomponents. 7.Design assumes adequate drainage is provided. April 20,20.r 17 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in 8C51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) • This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-5=(-35) 98 3-5=(-176) 136 BC: 2x4 IF#1&BTR SPACED 24.0" O.C. 2-3=(-75) 61 WEBS: 2x4 DF STAND LOADING 3-4=( -7) 3 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 22.3" 0.0" 0'- 0.0" -99/ 495V -20/ 70H 3.50" 0.79 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 6.0" -27/ 2310 0/ OH 5.50" 0.37 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.029" @ -1'- 10.3" Allowed = 0.185" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.034" @ -1'- 10.3" Allowed = 0.247" MAX TC PANEL LL DEFL = 0.059" @ 2'- 10.8" Allowed = 0.297" MAX TC PANEL TL DEFL = -0.073" @ 2'- 8.6" Allowed = 0.446" 5-02-04 0-03-12 f 'r MAX HORIZ. LL DEFL = 0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 2.2" 4.00 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 3 -/ load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. III N I _ miill A CD 2 �.,�3 �GINE � si ,,�2 _� �5 `�� 89240PE M-3x4 M-1.5x3 pCe OREGON 4/ '>'® /y� 4 S''''...,--$. l y y MRRi1�� 5-02-04 0-03-12 '.....__.. 1-10-04 5-06 EXPIRES:. 12/31/20117 .0,11.1Z11.2,_ & JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - E4 Q �v� Scale: 0.6227 . ` 0 � WARNINGS: GENERAL NOTES, unless otherwise noted: , 1.Builder and erection contractor should be advised of all General Notes 1 This design Is based only upon the parameters shown and ie for an Individual f Truss: E4 and Warnings before wnstruchon commencesbuilding component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ Incorporation of component is the reeponslb lty of the building deagner ia") - 3.Additional lampoary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at �r 51398 '` ` Is the responsibility of the erector.Additional permanent bracing of T a c and at 10'o c respectively unless braced throughout their length by DATE: 4/20/2017 the overall structure Is the responsibility of the building tleslgner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.at Impact bridging or lateral bracing required where shown++ � V '�'ty y+ y�*`,�`'+ SEQ.: K3110063 4.10 load should beapplied toany component unlafter all brecngand 4 Instalklonof truss tithe responsibility ofthe respective contactor fs }' fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, .a" 7sF deo loads be a and are for"dry condition"of use. TRANS TRANS ID: LINK design oa applied to component. 6.Design assumes full bearing at all suppods shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsiNlity for therrecessary fabrication,hantliing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. April 20,217 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 27 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-24) 23 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" -67/ 297V 0/ 230 5.50" 0.46 DF ( 625) 1'- 10.9" -104/ 77V 0/ OH 1.50" 0.12 DF ( 625) LL = 25 POE Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IPROVIDE FULL BEARING:Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" / 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '' MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.067" MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.100" 12 MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.223" 3.00 MAX BC PANEL TL DEFL = -0.026" @ 3'- 3.8" Allowed = 0.297" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main indforce-resisting 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=l.6, Truss designed for wind loads in the plane of the truss only. 3 po CON NGINEk- ` 9 = . 89200PE r M-3x4 4"OREGON �� y y y - 1-00 6-00 EXPIRES, 12/31/2017' • JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J1 , l o` Scale: 0.7918 , /IIA Js A.` • WARNINGS: GENERAL NOTES, unless otherwise noted: • gillif/ 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 .11 Truss: J1 and Warnings before construction commences building component Applicability of design parameters end proper �y'� 2.2v4 compression web bracing must be mstalied where shown incorporation of component Is the responsibility of the building deagner. /4' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,w j n 6 Is the responsibility of the erector.Additional permanent bracing of 2 0..and at 10 o.c.respectively unless braced throughout their length by 'ff+'l f� 1 S ,,(� DATE: 4/20/2017 the overall structure la the responsibility f the building deal compacts sheathing such as plywood aired in ere s and/or drywall(BC) t(s'+ .j.� Y+" p y o g goer. 3 2x Impact bridging or lateral bracing required where shown v SEQ. : K3110064 4.No load should be applied to any component until after all bracngand 4 Installatonoftrussstheresponsbltyoftherespectvecontactor. V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, ��)A'i.�j'1 TRANS ID: LINK design loads beapplied toany component. and are for"dry fug Grata 7 5.CompuTrus has no control over and assumes no responsibility for the 6 necessary,ngassumesn full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,20 1 7 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPINJ/CA in BCSI,copies of which will be fumished upon request. lines coincide with Joint center lines. 9.Digits indicate Mae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ES12-1966(Mirk) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-9= BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-36) 25 (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" -63/ 346V 0/ 39H 5.50" 0.55 DF ( 625) 3'- 10.9" -92/ 113V 0/ OH 1.50" 0.18 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,4 REQUIREMENTS OF IBC 2015 AND IRC 2015 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" ,I of MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.007" @ 2'- 0.7" Allowed = 0.190" 12 MAX BC PANEL TL DEFL = -0.041" @ 3'- 1.4" Allowed = 0.297" 3.00 v 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. 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. O cu I 1 " L7 !6f r L. >-<...4 M-3x4 pet OREGON4/ 1e® l'''' 14 2% - - R IR I LN- y y J. 1-00 6-00 EXPIRE&:. 12/31/2017 • oRRiLL 2/31/2017 .L 40 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J2 /jam` ' a6s ,r Scale: 0.6918 -4q WARNINGS: GENERALNOTES, unlessotherwise noted: ` / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual e Truss: J2 and Warnings before 001.13tfliCti011 commences building component Applicability of design parameters and pro incorporation co/component per 2.2a4 compression web bracing must be Installed where shown nassumes portent is the responds lty of the laterally ng designer. /j�. 3.Additional temporary bracing to insure stability during construction 2.Design the top and bottom chords to be braced at a'ff', '51398 Is the responsibility of the erector.Additional permanent bracing of T o c and at tO a c respectively unless braced throughout their length by r/p` DATE: 4/20/2017 the overall structure Is the responsibility of the building tleslgner continuous sheathing such as plywood sheathing(TC)andfor drywall(BC) �y p{�y(X� 3 2x Impact oftru bridging or lateral bracing required where shown v+ %4bxsT }+r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the re respective SEQ. : K3110065 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are eptobelused intaanoncorosiviceenvironment, *� design as be end are for anion of use. - Q1YAL TRANS ID: LINK gn oa applied to assn 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the scary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 20,20 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in BCSI,copies of which sill be furnished upon requestlines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.8 - g.Digits Indicate see of plate in inches. 1 LE P ( ) 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 26 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT 4= 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" -77/ 403V 0/ 55H 5.50" 0.64 DF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 161V 0/ OH 1.50" 0.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING.I REQUIREMENTS OF IBC 2015 AND IRC 2015 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 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX TC PANEL LL DEFL = 0.054" @ 3'- 7.2" Allowed = 0.327" ,( f MAX TC PANEL TL DEFL = -0.096" @ 3'- 4.7" Allowed = 0.491" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 3.00 v 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, (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. I "F3�'© S:1E* cn $920QPE r" M-3x4 -7 OREGON <C/� •rS _ }14 e*/ .P+. 1-00 6-00 EXPIRES:-. 1P/31L24117 44 �v WAS ' `i JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J3 �� ' p `'�'� Scale: 0.6918 C $ 'r?" WARNINGS: GENERAL NOTES, unless otherwise noted' `r'� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is lar anindividual ` Truss: J3 and Waml gs before construction commences buildng component Applicability ofdesgn parameters and proper �r 2.2v4 compression web bracing must be installed where shown-t. incorporation of component is the responsibility of the building tlesignar. / • 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at v91 2. s the responsibility of the erector.Additional permanent bracing of continuous oand at ee10'o ng such as ply unless eacetl(TC) ndJ their length 1.by "("^ $1348 9 pactsheathing such as acing required uired sheathing(TC)s own-t drywall(SC) 9^ 4b+TS.113t7" DATE: 4/20/2017 the overall structure s the responsibility of the building tleagner. 3 2i Impact bridging or lateral bracing requ ied where shown«« 1 1 fA ' 4 No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor - SEQ. : K3110 0 6 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment -IQ AL ''1 design loads be applied to any component. and are for%ry condition"of use TRANS ID LINK 6. esgnassumes full bearing al all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. - fabrcatlan handling,shipmenf and installationofcomponents. 7 Design assumes adequate drainage is provided April 20,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '.i TPIONTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate see of plate in Inches. MiTek USA,Inc./CornpuTfus Software 7.6.8(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-19138(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #11510 LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 51 3-4=(-34) 14 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 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" -65/ 378V 0/ 71H 5.50" 0.60 OF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 OF ( 625) 5'- 11.2" -136/ 338V 0/ OH 1.50" 0.43 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -14/ OV 0/ OH 1.50" 0.00 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.10D" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.032" @ 2'- 9.4" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.494" MAX HORIZ. LL DEFL = -0.000" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 7'- 10.9" 12 3.00 v 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, j Truss designed for wind loads in the plane of the truss only. 1 NACaIN ;9 /9 N -„S. 8920O1. 4 ti -- , _� o / M-3x4 -yam ,OREGON 41 MFR R11,\- ; ), ' ° EXPIRES: 12/31/2017 1-00 6-00 1-11-11 - .05RRILL.6 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J4 • iia /1 � Scale: 0.6021 •a,,. m WARNINGS: GENERAL NOTES, unlessolhenvlse noted: a(�s to;- ' 1.Builder and erection contractor should be advised of all Genesi Notes 1.This design is based only upon the parameters shown and is for an individual Its Truss: J4 and Wamngs before construction commences. building component Applicability of design parameters and proper 2 2x4 compression web the Installed where shown incorporation Is the responsibility of the building designer. - pressonwe gurus ( ' 3.Additional temporary bracing tonsurestability during construction 2 Desgnassumesthetopantlbo8omchordstobelaterallybracedat _ aaf� 51398 Is the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10 o c respectively unless braced throughout their length by j� "�s DATE: 4/20/2017 the overall structure is the responsibility oflateralcontinuousshgingorg latebrequiredciiweresown+drywall(BC) � '7./S'F spons y o building designer. 3.2x Impact sheath or suhbracingplywood sheathing(TC) where shown+* ,f�3 l+ SEQ. : K3110067 4.Nobad shouldbeapplied toany component until atter ailbracingand 4 Installation oftruss sthe responsibility ofthe respective contractor. fasteners are complete and at no time should any loads greater than s Design assumes trusses are to be used n a non corrosive environment. and are for d duan of use. s`�tONAL TRANS ID: LINK design loads be applied to any component. 6.Design assumes full beating at all supports shown Shim or wedge if S CompuTrus has no control over and assumes no responsibility for thenecessary. rr�� fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. April 2OrL0.I 1 6.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed co their center TPIANrCA in BCSI,copies of which will be furnished upon squeal lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-77) 52 3-4=(-41) 18 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 379V 0/ 87H 5.50" 0.60 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 DF ( 625) 5'- 11.2" -157/ 370V 0/ OH 1.50" 0.47 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -95/ 92V 0/ OH 1.50" 0.15 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PROVIDE FULL BEAAING.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.023" @ 2'- 11.9" Allowed = 0.329" MAX BC PANEL TL DEFL = -0.051" @ 3'- 1.9" Allowed = 0.297" MAX HORIZ. LL DEFL = -0.001" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 9'- 11.2" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3.00 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 'co_ 1`aGINE 6> ►� 0 4 89200PE v N , OREO..ON (4/ M-3x4 M RRI0- EXPIRE: 12/31/?017 y y b 1 1-00 6-00 9-00 ORRILL JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J5 a ``1 Scale: 0.5108 .'., 9 �a ~'• �o r��. ►-. ..r 1.4.16,!-',- • WARNINGS: GENERAL NOTES, unless otherwise noted. .' 1.Budder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and Is for an Individual f Truss: J5 and Warnings before construction commences building component Applicability of des gn parameters and proper press on wag mus V 2.2x4 corn bbracn the'nsI installed where shown Insorporatan of components the respanslblity of the bulldog designer. - (�,r 2 Design assumes the top and bottom chorda to be laterally braced at 3.Additional temporary bracing to Insure stela*during construction cp T o c and a110'o.c.respectively unless braced throughout their length by '' 5139 e�.(-, `�, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(13C) - "SresTE �a°" `"y' • - DATE: 4/20/2017 the overall structures the responsbltly of the building designer. 3.2f Impact badging or lateral bracing required where shown++ l�3 ,l}i,` 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. % �{ SEQ. : K3110 0 68 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �,r()7x-'A: e TRANS ID: LINK design loads be applied to any component. 6 Des and are for"dry cit full beaanfut ell supports shown Shim or wed f t\ 5.CampuTms has no control over and assumes no responsibility for the Design assumesnecessarybearing at fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. Ari 12O,20 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center p TPINJ1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. St9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTros Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) • This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-95) 52 2-6=(0) 0 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 3-9=(-98) 18 4-5=(-21) 10 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" 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" -55/ 376V -1/ 103H 5.50" 0.60 DF ( 625) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -149/ 355V 0/ OH 1.50" 0.45 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.2" -92/ 1B9V 0/ OH 1.50" 0.24 DF ( 625) 12'- 0.0" -20/ 47V 0/ OH 1.50" 0.08 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. PROVIDE FULL BEARING.' [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 TC PANEL LL DEFL - -0.024" @ 2'- 11.9" Allowed - 0.329" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.494" MAX HORIZ. LL DEFL = -0.001" @ 11'- 11.2" MAX HORIZ. TL DEFL - -0.001" @ 11'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCOL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, 3.001- Truss designed for wind loads in the plane of the tr. (+� pp p. a gt ` 924QPE 9f M ,OREGON ��� '® -`l!' ,' �� Pte. _. o M-3x4 EXRI RES: 12/31/20.17 b l ) 1, 1-00 6-00 6-00 • JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J6 iiipp Q� �" Scale: 0.4472 � t- a` " WARNINGS: GENERAL NOTES, unless otherwise noted: �J - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an Individual Truss: J6 and Wamings before sonstmakn commences building component.Applicability f des n o g ily Rare andgdproper �. 2.2x4 compression web bracing must be nstalled where shown« Incorporation of component is the responsibility of the bwMing designer. - 4 . '- 3.Add t onal temporary bracing to insure stability during consiructlan 2 Design assumes the top and bottom chords to be laterally braced at « is the responsibility of the erector Additional permanent bracing of 2'o c and at 10 o c respectivety unless braced throughout thelength by f DATE: 4/20/2017 the overall structure ams responsibility of me building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(13C) „Y 3 2v Impact bridging or lateral bracing required where shown«« Q '' ISTE ` SEQ. : K3110069 4.No load should be applied to any component until after all braving and 4.Installation of truss ismeresponsbiltyofthe respective contractor ^ ,1 fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, V IONALC TRANS ID: LINK design loads beapplied toany component. and are for"drycentlRan of L. 5.CompuTrus has no central over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary T.Design b assumes adequate drainagefis trussed. April 20,2017 5.This design Is fumishetl subject to the limitations set kith by e.Plates shall be located on both faces of truss,and placed so their center TPI/W/CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 27 2-6=(0) 0 BC: 2x4 DF #15HTR SPACED 24.0" O.C. 2-3=(-112) 57 3-4=) -69) 28 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=) -36) 17 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE' DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE' Ground Snow (Pg) 0'- 0.0" -51/ 378V -2/ 119H 5.50" 0.60 DF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -141/ 339V 0/ OH 1.50" 0.43 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.2" -128/ 267V 0/ OH 1.50" 0.34 DF ( 625) 14'- 0.0" -51/ 110V 0/ OH 1.50" 0.18 OF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING. ICONS. 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 TC PANEL LL DEFL = -0.026" @ 2'- 11.9" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.494" MAX HORIZ. LL DEFL = -0.001" @ 13'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 13'- 11.2" 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, (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), load duration factor=l.6, Truss designed for wind loads 12 in the plane of the tr - p7p 3.00 c=." . `T,,S� S :RO e.. 0 `t' 89200P f I o 0OREGON4 , , W -/ 114$13 RIO-- I O M-3x9 EXPIRE& 1 2/311701 7 J' b c 1, 1-00 6-00 8-00 4- - /As `Y" . JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J7t" �sw� '` Scale: 0.4066 /1� �•Q 4 WARNINGS: GENERAL NOTES, unless otherwise noted. s ' . 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 `9 Truss: J7 and Warnings before construction commencesbuilding component Applicability of design parameters and proper �� 2.2x4 compression web bracing must be installed where shown+ incorporation of component Is the responstbilty of the building designer. - / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords 10 be laterally braced at l C. . s the responsibilityf the erector.Additional t bracing f T o i end at 10'ea o c.respectively a ply unless braced throughout their length) Y�'a J 7U,,('� o Pennanen g o continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). ry,w.p' " • DATE: 4/20/2017 the overall structures the responsbltly of the building dewgner. 3.2x Impact bndging or lateral bracing required where shown x31 Ps 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 ( SEQ. : K3110 0 7 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment 'W)1,i 1 TRANS ID: LINK design loads be applied to any component. and a"ea°�um05 condition"duo.supports gei 5.CompuTrus has no control over and assumes no responsibility for the 6 Dee roll beatln tan su its mown.shim or wad t scary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 20,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. i MITek USA,Ino./CompuTrus Software 7.6.8(1 L)-E no.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2015 MAX MEMBER FORCES 9WA/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTA SPACED 29.0" O.C. 1-2=( 0) 27 2-7=(0) 0 2-3=(-130) 66 ATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -86) 37 4-5=( -50) 25 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -29) 11 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -99/ 377V -2/ 131H 5.50" 0.60 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.2" -199/ 395V 0/ OH 1.50" 0.44 DF ( 625) 9'- 11.2" -116/ 291V 0/ OH 1.50" 0.31 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -109/ 227V 0/ OH 1.50" 0.29 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 16'- 0.0" -16/ 39V 0/ OH 1.50" 0.05 DF ( 625) (PROVIDE FULL BEARING.( 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 - -0.025" @ 2'- 11.9" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.999" MAX HORIZ. LL DEFL - -0.002" @ 15'- 11.2" MAX HORIZ. TL DEFL - -0.002" @ 15'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l - Truss designed for e Q 12 in the plane ofottrg /" 3.00 .,5 �-�� r•NG I NEF S6 v �a `t. 89200P vr- ; 7 A OREGON to r®• 'TY 14 .P4.. r, F13 RI l.�- • M-3x4 EXPIRES;. 12/31/2G17 b ,j, )- l 1-00 6-00 OtRILZ. JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J8 4a wAs `�f� Scale: 0.3575 ..rde ,,v 0._�.: • WARNINGS: GENERAL NOTES, unless otherwise noted • `m'4-.,• Truss J8 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences balding component Applicability of design parameters and proper / 2.204 compression web bracing must be Installed where shown Incorporation ofcompere component responslb lity of the building designer. iv 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at >a'f� is the responsibility of the erector.Additional permanent bracing of 7 o c.and at 10 o c respectively unless braced throughout their length bytw: DATE: 4/20/2017 the overall structure is the responsibilityrhe bulltl des continuous sheathing sten l b acing re uir el where and/or drywall(eE) .. © .,,t-,51398,-,I TT' ['1." s n9 goer. 3.2s Impact bodging or lateral bracing required where shown+• ' 1 'Y SEQ. : K3110 071 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. [) L fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, V, 1 V 01 ALS'' TRANS ID: LINK design loads be applied to any componentand are for•dry contldon"ol tae. 6. 5.CompuTrus has no control over and assumes no responsibility for the Deceeslgassumea full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ry' 6.This design is furnished subject to the limitations set forth by 8.PatPlates hallassmea adequate drainage is provided Apri 120,2017 8.lines shall be locatedn on both faces of buss,and placed so their center TPIA1RCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CorepaTros Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1960(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 18'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-7=(0) 0 BC: 204 DF #1&BTR SPACED 24.0" O.C. 2-3=(-149) 75 3-4=(-102) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -71) 34 BC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -37) 17 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 377V -2/ 138H 5.50" 0.60 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.10 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.2" -146/ 348V 0/ OH 1.50" 0.45 DF ( 625) 9'- 11.2" -108/ 225V 0/ OH 1.50" 0.29 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 13'- 11.2" -137/ 296V 0/ OH 1.50" 0.38 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18'- 0.0" -49/ 105V 0/ OH 1.50" 0.17 DF ( 625) 'PROVIDE FULL BEARING.' '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 REEL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.025" @ 2'- 11.9" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.494" MAX HORIZ. LL DEFL = -0.002" @ 17'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 17'- 11.2" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.• Truss designed fore !�i in the plane of on GINE s6> 12 � �we�:`... 3.00 o Q . 89200P 0 OREGONNt.. 4W, MSRRIO.Q' M-3x4 EXPIRES:. 12/31/2017 1-00 6-00 12-00 - -ORRFTZ 44 ' WAS i JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J9 i'x a`-• 34 Scale: 0.3202 .41 al unless otherwise noted. •v�G WARNINGS: GENERAL NOTES p 1.Balder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and s for an individual _lee O' Truss: J9 and Warnngs before construction commences building component Applicability of design parameters and proper "fir • 2.2x4 compression web bracing must be'"stalled where shown+ Incorporation of component Is the responsibility of the building tleslgner. / r 2. 00 3.Additional temporary bracing to insure stability during construction Design assumes the top and bottom chords to be Laterally braced at C 7�}/1 is the responsibilityf the erector Additional t bracing 1 7 o c.and et 10 o c respectively unless braced throughout their length by J 1 J9 o permenen g o continuous • sheathing such as plywood sheathing(TC)endlor drywall(BC) - ISTE''S . DATE: 4/20/2017 the overall structure Is the responsbiitly of the binding designer. 3 2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4 Installation of truss s the responsibility of the respecive contractor. ��`y/� 'O'rt SEQ. K3I I 07 2 fasteners are complete and al no lime should any loetls greater than 5.Design assumes trusses are to be used In anon-corrosive environment, 4.y,{NAL-- TRANS ID: LINK design loads beapplied toany componeM andaresue fullben orate 5.CompuTrus has no control over and assumes no responsibility for the 6. r • 2. assumes2xatshown.ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 2O,2O17 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINdTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. , MiTek USA,Ino./CompuTfis Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 D£ #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=( 180) 27 2-8=(0) 0 3-4=(-135) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=(-100) 34 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -72) 42 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -55) 0 OVERHANGS: 12.0" 24.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -31/ 377V 0/ 154H 5.50" 0.60 EF ( 625) REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.10 DF ( 625) 5'- 11.2" -146/ 348V 0/ OH 1.50" 0.45 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -108/ 247V 0/ OH 1.50" 0.32 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -137/ 296V 0/ OH 1.50" 0.38 DF ( 625) 18'- 0.0" -131/ 406V 0/ OH 1.50" 0.52 DF ( 625) . I- [PROVIDE FULL BEARING ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = 0.040" @ 20'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 20'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = -0.025" @ 2'- 11.9" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.494" MAX HORIZ. LL DEFL = -0.003" @ 17'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 17'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, T s.'`. 7-10, (All Heights), ,y.- . . - 9.,(1 RS(Dir), 12-09-11 7-07-05 load duration y4c (VJ 'r / Truss design sT L� 1 a 12 -r' in the plan-f 't .s(s]only(. p-. .,` 3.00 v kc/. 89200 E r- ,,, M-3x5(5) Inti i -7 ,OREGON lrJ� ,�© 11Y 144 Sty. -4 R R I l,\ x EXPIRES. 12/31/2017 O M-3x9 b l y b 1-00 6-00 14-00 - r�" , .44'.5) V wA `1#- JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J10 , Scale: 0.2917 , / i`� l7 • Q WARNINGS: GENERAL NOTES, unless otherwise noted: • '410Vii Truss: J10 1.Builder and erection contractor should be advised of all General Notes t.This designs based only upon the parameters shown and Is for an individual e and Wam ngs befom construction commences building component Applicability of design parameters and proper - ' 2.2x4 compression web bracing must beinstalled where shown.. Incorporet on of component is the responsibility of the building Oeagnerr. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at .d� 5139$ ' is the responsibility temporary ty of the erector.Additional permanent bracing of 7 o c and at 10.o c respectively unless braced throughout their length by DATE: 4/20/2017 the overall structure s the responsibility of me building tleslgner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /1 ��y p '[' 3.2x Impact bridging or lateral bracing required where shown+. va0a:-lTzs'j' } ? SEQ. : K3110073 4.No load should be applied to any component until after all bracing and 4.Installagon oftruss b the re S 44G responsibility use or the respective connviron q T� fasteners are complete and at no time should any nada greater man 5.Design assumes trusses are to be used n a non-corrosive envlrenment, ^NA L _ TRANS ID: LINK design loads be applied to any component. and are for dry conditionareae. 5 CompuTms has no control over and assumes no responsibility for the 8.necessa esumes full bearing at all supports shown.Shim or wedge it fabrication,handling,shipment and installation of components. ry. 6.This design is fumished subject to the limitations set forth by 7.Platlsshallgn beelcedon drainageistpruss,andd. 20,2017 6.Plates shall be located on both faces of truss, placetl so their center TPI/WTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ERR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 27 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-29) 8 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 HEARING MAX VERT MAX HORZ BOG 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 PIF 0'- 0.0 -82/ 301V 0/ 23H 5.50" 0.48 OF ( 625) -27/ 24V 0/ OH 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 92V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING.I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" f f MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. -/ ��?;E® PROpe.- GIN 0 - -.1011111111111111 _, 0 Q 89200PE f M-3x4 7CC" ,OREGON � Z 4e1}b' '14 SO' . 4' 446- R)RIO- 1, I�,�-�' 1, b ), 1-00 2-00 EXPIRES: 12L31/2017 Lq' 44 4 Vi'A3 7' JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - SJ1 Ij �o�/'' Scale: 0.7546 { 'r WARNINGS: GENERAL NOTES, unless otherwice noted `. /A • 1 Builder and erection contractor should be advised of all General Notes 1.This design is based onN upon the parameters shown and Is for an individual A! Truss: SJ1 and Wam n9s before construction commences building component Applicability of design parameters and proper ,�r 2.2s4 compression web bracing must be installed where shown+ Imporal on of component s the responsibility of the building designer. s� •r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `(� 51398 s the responsibility of the erector.AEdltlonal permanent bracing of 2'o i and at f ly hin respectively unless braced(TC)a out their length by continuous sheathing suchasacing re uired ing(TC)and/or drywall(B0) © G]'STB DATE: 4/20/2017 the overall structure s the responsibility of the building tlasgner. 3 2x Impact bridging or lateral bracing required where shown++ n `SEQ.: K3110 07 4 4.No load should be applied to any component until after all bracing and 4 InatanatNn of ruse s me responsibility of the respective contragmr. 4V r V fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, '"1Q 'AL:.y- TRANS ID LINK desgnloadshaappliedrtanyComponen Deand gnassumesfllbagrata 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnecessary. bearingsupports fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,20 17 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI/N/TCA in BCS',copies of which will be furnished upon request. lines coincide with joint center Iines. 9 Digits indicate size of plate In Inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.151_ _ BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-38) 17 2 9-(0) 0 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -86/ 322V 0/ 39H 5.50" 0.52 DF ( 625) l'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 3.00 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 = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed - 0.057" 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. 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, Truss designed for wind loads in the plane of the truss only. N aqR�/'� � / 7 - - �GINE ,s � . OPE m M-3x4 -. p OREGON � ��Q MSR R I L1- 1 l y 1, 1-00 2-00 1-11-11 EXPIRES:-. 19/31/2017 8 4 -0v- .0 was .q+ JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - SJ2 � Scale: 0.8904 .d- ex" `1. WARNINGS: GENERAL NOTES, unless otherwise noted: a�� %AV i Truss SJ2 1.Bolder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown ands for an individual Its and Warnings before construction commences bolding component.Applicability of design parameters and proper 2.2z4 compression web bracing must be Installed where shown+ incorporation of component s the responsibility of the building designer. /44 r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 51398 '`` is the responsibility of the erector.Additional permanent bracing a! 7 oand at 1 d o c.respectively unless braced throughout their length byIA DATE: 4/20/2017 the Overall structure sthe responslb Idy of building designer. 3.continuous sheathing such as plywoodeheatnmg(Tc)and/or drywall(61). R Dt Impact bridging or lateral bracing required where shown++ G ST SK K3110075 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is thereblit of respective• 5.Design responsibility y o pec vs coenviron, xll' fasteners are complete and at no time should any toads greater than assumes trusses are to be used in a non corrosive environment, ATI. C TRANS ID: LINK design loads beapplied toany component. and are for"dry 111alon"o(use. s+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge l! fabrication,handling,shipment and installation of components. necessary. - 7.Designassumesbeesaaed on drainage Is truss.d. and 20,2017 6.This design is furnished subject to the limifatlons set forth by 8.plates snail be located on both(aces of truss,and placed so their center TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols bols Y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury WMDimensions are in ft-in-sixteenths. 11.44, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 164 wide truss spacing,individual lateral braces themselves may require bracing,or altemative Tor I Eiffp bracing should be considered. lolglipzil 3. Never exceed the design loading shown and never ��� U L4p1 d stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6-7 cs-s designer,erection supervisor,property owner and plates 0- 'Rd' 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 request.upon 8. Unless otherwise noted,moisture content of lumber Pshall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly rioted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. i Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. NE—Mir reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NEM � .. 18.Use of green or treated lumber may pose unacceptable � environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. ct )before use.Reviewing pictures alone and is notpisufficient.ures DSB-89: Design Standard for Bracing. m lie k BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013