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Plans (385) MiTek® MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly 2, avid Baxter, P.E., S.E. Sr. Structural Engineer (( O PROP MiTek USA ���sNG►NEF9 ;e, DB :9200PE 111011P.04.-1045 yG ,�OREGON\t, � <O qy 14, 2° 0-- 12/06/2017 MFRRILL 6 EXPIRES: 12-31-2019 11111 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. PROre 6 44, 89200PEcs 41OREGON, A43 <U 4)- 14,2/3‘.40_0" 41RIC 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 ANSIJTPI-1, Chapter 2. Y NI . 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.. 1 Pages or sheets covered by this seal: K3110042 thru K3110075 My license renewal date for the state of Washington is May 16,2019. LLm .0RRILL B 4-Q oV rtiw 3104/ ,iGtiW‘ >,, I 4''/ tet, 4.01398. 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1SBTR 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: 190 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor—l.6, Truss designed for wind loads LL = 25 PSE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-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. 5-09 5-04 T T T 12 12 6.00 p I I M-4x4 Q 6.00 3 �'' NGINE' 6> 2 9 444 afp cv 8924QPE < 7 OR •0-4111111111 <U M-3x4 M-3x9 f4 4y• 7 a so.N1)' 44 1 b I 2-00 10-08 2-00 IIS WAs , - JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN Al Scale: 0.5806 4 � . o WARNINGS: GENERAL NOTES, unless otherwise iwletl: ''"••••- I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end le for an Individual Truss: Al and Warnings before construction commences. buildingcomponent.co Applicability th ofdesign pay of the proper rtt,'.Y 2.2x4 compression web bracing must be Installed where shown incorporation of component is the respon&blllty of the building tleslgner. - /y p! 3.Additional temporary bracing t°Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - [�� • Is the respons b Idy of the erector.Atltllhonal permanent bracing of 7 o c and at 10 o c respectNely unless braced throughout their length by y� 31398 'Y DATE: 4/20/2017 the overall structure is me responsibility f the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywau(Bc) /v�]� "<OG apo y o g Igner 3 2x Impact bridging or lateral bracing raqu retl where shown v a '>'*{s ,is 7x. 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. �4 SEQ. : K3110 0 4 2 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, sa. � and are for dry condrbon•of use. `r ANAL TRANS ID: LINK design loads be applied to any component. 8 Design assumes Nil bearing at all supporta shown Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 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 f+ TPIANTCA In BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Mutts 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 and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&HTR; LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-140) 961 6-3=(0) 196 2x6 DF SS T2 SPACED 29.0" O.C. 2-3=(-587) 244 6-5=(-143) 959 BC: 2x9 DF #1&BTA 3-4=( 0) 0 WEBS: 2x9 DF STAND LOADING 3-5=(-571) 217 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -179/ 728V -39/ 51H 5.50" 1.16 DF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 21'- 0.0" -367/ 970V 0/ OH 129.50" 0.75 OF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I OVERHANGS: 29.0" 29.0" 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 = -0.096" @ -2'- 0.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.017" @ 5'- 4.0" Allowed = 0.650" M-1.5x4 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" GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5x3 MAXTO PANEL LL DEFL = 0.010" @ 6'- 2.8" Allowed = 0.334" OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD MAX HORIZ. LL DEFL = 0.009" @ 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: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-04 2-06 13-02 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 12 12 6.00 Q 6.00 =M-9x4+ .tD PROFt -4.7 89200PE r M-4x6 3 ill 7OREGONNt, �4 rn5 m �R R:1 L\- ® EBF gm -- o a 6 0 1 M-3x4 M-1.5x3 M-3x5 M-3x4+ EXPIRES: 12/31/2017 M-3x4+ l y y 5-04 15-08 y y )' l 2-00 21-00 2-00 4 ' o 8 , � JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - B2 ,+ Ar Scale: 0.2790 --! ��� 0 WARNINGS: GENERAL NOTES, unless otherwise noted: / 1.Sulber and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an individual f` Truss: B2 and Warnings before construction commences. building componentApplicability of design parameters and proper 7 2.2x4 compression web bracing must be Installed where shown+ incorporation of component s the responsibility of the building tlesigner. - / 3.Additional temporary bracing to Insure stability during construction 2 Deelgn and atf eche top end resbottpectively unless braced be laterally braced at if)� 51398 ' by is the responsibility of the erector.Additional permanent bracing of Z nti et e o c.rsuch as ply unless (TC)and/or their length). - If DATE: 4/20/2017 the overall structure b the responsibility f the bulla des) continuous sheathing such as plywood aired hens)and/ar drywall(SC) q , • xs aSt- sany c ttYcompon tit designer 4.InZx stallation of trridginguss Is thehte reral sponsibility f the the whereshe o•a Vf 40 SE K3110043 4.Noene load shouldroespelan at no time until after alleate than 4.Desillntuestrare to be in contractor. 4 fasteners are complete and at no t me N amt any bade greater man 5.Design assumes trusses are lo be used m a non mrmti"e environment, °NAL design boas be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTms has rte conirel aver and aeeumea no respses bility for the D Design assumes full bearing at all supports shown.shim or wedge it awry. 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 limttations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/PCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate in inches. MITek USA,IncJCompuTrus Software 7.6.8(1L)-Z 10 For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 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- 8=(-173) 1194 3- 8=(-293) 216 BC: 2x4 DF #16BTR SPACED 29.0" O.C. 2- 3=(-1427) 306 8- 9=( -97) 792 8- 9=(-112) 965 WEBS: 2x9 DF STAND 3- 9=(-1250) 309 9- 6=(-231) 1194 9- 9=(-111) 965 LOADING 4- 5=(-1250) 309 9- 5=(-293) 216 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1427) 306 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 101 TOTAL LOAD= 92.0 PSF OVERHANGS: 24.0" 24.0" 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/ 112H 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 !COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 system and components and cladding criteria. / 5-06-04 / 4-11-12 / 4-11-12 5-06-04 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), load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only . Opt c . taGINE � /Q9 4 89200PE f M-1.5x3 M-1.5x3 a /\ V, �!OREGON C4- 4.1 0 MSR R;10-•�' 8 ' 9 6 l0 1 M-3x4 0.25 M-3x4 M-3x4 7 to M-5x6(s) EXPIRES: 12/31/2017 y ,I, 1 b 7-02-03 6-07-11 7-02-03 ,L ). 1 ). , z-oo zl-oo z-oo +OS 4 . WAS ' . JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - B3 �- rf ; "a �"� Scale: 0.2788 .i-4, ;<, o WARNINGS: GENERAL NOTES, unless otherwise noted I.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 ,y Truss: B3 and Wamrags before construction commences building componentApplicability of design parameters and proper 2.2a4 compression web bracing must be Installed where shown« incorporation of components the responsibility of the building designer. /�°`�a/, a Additional temporary bracing to Insure stability durng construction 2.Design assumesthe top and bosom chords to be laterally braced at +') Ay 51398 4r„, is the responsibility of the erector.Additional permanent bracing of 7o.c and at 10 o-c respectively unless braced throughout their length by Y DATE: 4/20/2017 the overall structure s the responsibility f the building t brcontinuous sheathing such as plywood sheathing(TC)and/or drAvall(BC). % apone ity o g gner. 3.9r Impact bridging or lateral bracing required where shown++ G�s�!11'+x` SEQ. : K3110044 4.Na load should be applied to any component unci after all bracing and 4 Installation of truss is the responsibility of the respective contractor. S fasteners are complete and at no time should any leads greater than s Des gra assumes basses are to be used In a non-corrosive environment �ONALj'' TRANS ID• LINK design loads be applied to any component. and are!sum"drcond ion"of use. s.CompuTrus has no control over and assumes no responsibility for the 8 nB ecessa Fumes lull 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 20,20 17 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 1+ TPINI/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate In inches. MiTek USA,Ino./CenrpuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(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 WEBS: 2x4 DI STAND; 3- 4=( -8348) 1910 9-10=(-2060) 10616 9- 3=( -756) 3412 2x6 DF SS A; LOADING 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=(-2542) 12836 10- 4=(-1644) 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"OC. 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"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 10'- 0.0" TO 21'- 0.0" V BC UNIF LL( 443.8)+DL( 301.8)- 745.5 PLF 11'- 0.0" TO 21'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1777/ 8012V -3150/ 3150H 5.50" 12.82 DF ( 625) nails staggered: REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. 21'- 0.0" -1830/ 8242V -3150/ 3150H 5.50" 13.19 DF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 208 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. 9" oc in 1 row(s) throughout 2x4 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, 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. Design conforms to main windforce-resisting 10-06 10-06 system and components and cladding criteria. T 1' T 4-05-07 / / / / /3-01-03 2-11-07 2-11-07 3-01-03 4-05-07 Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I I f I I I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration ( 12 12 Truss designed for wind loads 6.00 M-5x8 'ZZI 6.00 in the plane of the truss only. 4 8.0" W00� 7. St) PROF M-4x6 M-4x6 �` FS,r1 . t GINE X9,0 p M-3x6 M-3x6 - 8920.0 E f 2 6 y ltka M-6x16 M-6x16 7 OREGON 4/ Ito:p.1 o M-3x5 M-3x10 M-6x8 0'25' M-6x8 M-3x10 M-3x5 o =M-1Ox10(S) EXPIRES:: 12/31/2017 l l l l l ), l 4-03-11 2-11-07 3-02-15 3-02-15 2-11-07 4-03-11 J' l 21-00 L ,q 44 WASS1,,,-i JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - BGIRD - ` ,;;,,lT0.� Scale: 0.3042 ,..� �A y v a. • Q WARNINGS: GENERAL NOTES, unless otherwise noted: �ba,... f _ 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: BGIRD and Warnings before construction commences building component.Applicability of design parameters and proper Tc7 2.2x4 compression web bracing must be Installed where shown r. Incorporetlon alwmponent Is the responsibility of bu ld ng designer. - J ''I 2 Design assumes the top and bottom chords to be laterally braced at - -e{li 3.Additional temporary braGng to Insure stability during conatrucbon ,,�l 5139 Is the responsibility of the erector.Additional permanent bracing of 7 o c and et 1 O e.c.respectively unless braced throughout their length by 0 g J 1 J9•x continuous sheathing such as plywood sheathing(TC)shown drywall(BC) 9o04, �v DATE: 4/20/2017 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ ie ...Ka SEQ. : K3110045 4.No load should beapplied toany component until after all bracing and 4 Installtonof truss isthe responsibility ofthe respective contractor. �n((�� E 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, ()NAL�i l TRANS ID' LINK design loads be applied to any component. and are for"dry conditionof sae aYY s.CompuTrus has no control over and assumes no responsibility forme 8 Designeassumea full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation orcom ry. �T 1 smell poheyts. T.Plltessasumelced on drainagetacis rus,an April 20,2017 8.This design is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in RCSI,copies of which will be furnished upon request. lines coincide with joint center lines. T 9.Digits indicate size 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-1085(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 psf) uplift at 29 "oc spacing. I TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#1&BTR SPACED 29.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall CON. iI REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. N-152 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18-09 18-09 T 1' 1' 9-09-11 8-11-05 8-11-05 9-09-11 T T '1 T 1' 12 I IM-4x4 12 6.00 3 Q 6.00 iiii elk.t. PROF 10M-3x5 M-3x5 % –...,/ . ...*C::� s�Q "" � 89200PE 9r 4vi- cr OREGON kr ro c, Y 0 1 �s o M-3x5(5) \ o M-3x4 EXPIRES:, M 131/2©17 ), ), y 20-00 17-06 1-06 37-06 p JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - Cl ,.•, . o� Scale: 0.2179 JI)A WARNINGS: GENERAL NOTES, unless othelwisa noted: '.-%0 . i I.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: Cl and Warnings before construction commences building component.Applicability of design parameters and proper " 2.2x4 compression web bracing must be Installed where shown in of component Is the responslb my of the budding designer. - / ''I 3.Additional temporary bracing to nears stability during construction 2.Design assumes the top and bottom chords to be laterally braced at e4 is the responsibility of the erector.Adtlitlonal permanent bracing of mitt and al id o.c.respectwely unless braced throughout heir length by 51398 DATE: 4/20/2017 the overall structure m the responsibility of the building de continuous sheathing such as plywood Neeming(TC)and/or tlrywall(BC) LA y signer. 3 2a Impact bridging or lateral bracing required where shown.s p 4'GI$TE3- SEQ. : 1<3110046 4.144bad should be apps ed to any component until after all bracing and 4 Installation of truss lame responsibility of the respective contractor V - fasteners are complete and at no bine should any loads greater man 5 Dealgn assumes trusses are to be used Ina non corrosive environment, ZONAL TRANS ID: LINK design bads be a pplled to any component. and are far drycelib dofuse 5.CompuTrus has no control over and assumes no responslb Illy for the 8 Decsesse assumes full bearing et all supports shown Shim or wedge If fabrication,handling,shipment and Installation of components. ry. 7.Design assumes adequate tothfage is provided. April 20,2017 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss.andplaced so their center TPIANrCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0.Digits indicate size of plate in inches. M:Tek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1008(MTek) 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 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2-10=(-398) 2927 3-10=(-291) 198 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2796) 554 10-11=(-279) 2023 10- 4=( -20) 512 WEBS: 2x9 DF STAND 3- 9=(-2533) 525 11-12=(-296) 1996 4-11=(-724) 258 LOADING 9- 5=(-1786) 975 12- 8=(-492) 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) 969 11- 6=(-724) 259 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2533) 531 6-12=( -21) 507 TOTAL LOAD= 92.0 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 HOBO 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/ 1793V -221/ 21B1-1 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 "oc spacing. 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 = -0.142" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.336" @ 18'- 9.0" Allowed = 2.939" 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 4' 1' 4' Wind: 140 mph, h=23.9ft, TCDL=9.2,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.B, MWFRS(Dir), ' ,( 4' 4' 4' 4' 4' load duration factor=l.6, Truss designedfor w'-.4r,,,,,_a 6.00 12 12 M-9x6 Q 6.00 in the plane of t. �C} 5 4.0" ��GI NES/1 4. M-5x8(5) M-5x8(5) 17 3.11441441 4.4.7 89200PE ir" 0.25" o.zs^ 9 6 Jv it* > x31/\ )6pip1+14 ii ,� 12 \ o EXPIRE: 12/31/2017 I M-3x8 M-3x4 0.25" M-3x4 M-3x8 i 0 0 M-5x8(5) * * 1 1 b 9-07-12 9-01-04 9-01-04 9-07-12 1-06 37-06 2-00 4�a WAS JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C2 -,. c. , Scale: 0.1679 . WARNINGS: GENERAL NOTES, unless otherwise noted: ‘ `�osiril 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 C2 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 responsibility of the balding designer. - (,ration i 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at VP 31348 ' Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o c respectively unless braced throughout their length by continuous sheathing such as plywood leg(TC)and/or drywall(BC) .G pT DATE: 4/20/2017 the overall structure la me responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ V,j ' fP SEQ.: K3110 0 4 7 4.No load should be applied to any component until after all bracing and 4.Installation of buss la the responsibility of the respective contractor. S tp. q 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, ONAL G TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Deeen�assumes 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 shell be located on both faces of truss,and placed so their center TPINInTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E9R-1311,ESR-1986(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 1- 2=( 0) 76 2- 9=(-452) 2396 3- 9=(-292) 198 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2775) 567 9-10=(-308) 1992 9- 4=( -20) 512 WEBS: 2x4 DF STAND 3- 4=(-2511) 537 10-11=(-293) 1956 4-10=(-724) 258 LOADING 4- 5=(-1765) 470 11- 8=(-446) 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) 482 10- 6=(-700) 253 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2466) 553 6-11=( -28) 473 TOTAL LOAD = 42.0 PSF 7- 8=(-2711) 583 11- 7=(-238) 205 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans 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) 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/ 1564V 0/ OH 5.50" 2.50 DF ( 625) [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 = 0.013" @ -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 = 2.422" MAX HORIZ. LL DEFL = 0.060" @ 36'- 9.5" MAX HORIZ. 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=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 18-09 18-06 load duration factor-1.6, f f 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. T T T T 1. T T 12 12 M-4x6 6.00 Q 6.00 tD !pSIp ltsO�e£'t15'.'. • M-5x8(5) ` M-5x8(5) o n /fin p C "9 3.1' 89200 E f 0.25" 0.25" 9 • x>v 1* --p O REGON 4 M-1.5x3 + )000,,,m-i"5x3 ' {l � + MI4 ER 810' / . - _ . n 1 ,-i 1 m . MN r . 1, EXPIRES: 12/S112017 9 10 11 **8 O to M-3x8 M-3x4 0.25" M-3x4 M-4x6 1 0 M-5x8(5) 1 l 1, b 1- 9-07-12 9-01-04 9-01-04 9-04-12 J' b y AR LZ 1-06 37-03 ?, JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C3 x09 .' a 0 /p Scale: 0.1682 / r::.pr 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 Is for an individual Truss: C3 and Waminge before construction commences building component Applicability of design parameters and proper 2.2.4 compression web bracing mus[be Installed where shown* incorporation of component Is the responsibility of the building designer, / 2 Design assumes the lop and bottom chords to be laterally braced at WO �+y 3.Additional temporary bracing to insure stability during construction 398 .t is the responsibility of the erector.Additional permanent bracing of 2 on,and at ICI o c respectively unless braced throughout their length by - 51398 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) QrA'� �G,IS 3 T+ DATE: 4/20/2017 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown♦+ ( SEQ.: K3110048 4.No load should be applied to any component until after all bracing end 4.Installation oftruss Isthe responsibility ofthe respective contractor 'Sew. r1 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, OTxTAL' TRANS ID: LINK design loads be applied to any component. and are or"tlry contldion"of Buse. " 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment ry pmanc otl ie limitations of comprtheyts. 7.Designassumes adequate on drainage is truss, April 20,20 7 fi.This tlesien is furnished subject to the limitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be fumished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTras Software 7.6.6(1 L)-E t0.For basic connedor 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 2'— 5.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 DF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed forwind 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 T 12 6.00 p M-1.5x3 3 / Pr , 1 to o z ....AIIIIIIIMIIIIdlm� � NGI NE�� �'.� 89200PE I krAm cdt ,,,,...144 � vr- 4 1 M-3 x 4 M-1.5x 3 7 OREGON 44/ <O Y14,2�� - P4. wenR1O- ' 1 b , 1-06 2-05-08 EXPIRES: 12/31/2017 4 tt 4 o WAS ), JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C4 - `� i Scale: 0.6814 _\ e���r, WARNINGS: GENERAL NOTES, unless otherwise noted- 1. oted ``" I -, t.Builder and erection contractor should be advised of ad General Notes 1.This design is based only upon the parameters shown and is for an individual I Truss: C4 and Warnings before construction commences building component Applicability of design parameters and proper i a// 2.2a4cempreceon web bracing must be installed where shown 0. incorporation ofcomponent Is the responsibility of the building designer. - / `� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at +'d 5 398 Is the respone b lky of the erector.Atltlikonal permanent bracing of 2 o c and et l0 o.c respectively unless braced throughout their length by DATE: 4/20/2017 the overall structure Is thereresponsibility of des continuouspctsheathingster lbas acingre required ere h wnsdrywall(BC) ,1:4,-, FGISTER� apo yo g ever. 3 Dlbndging or)such brocngrequeathin ereshown++ 1E3• S E K3110049 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. 4' ' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ��Sr ONAL design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5 CampuTma has no control over and assumes no responsibility or the B.Design assumes full bearing at all supports shown.Shim or wedge if eery. 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. A1�ri 20,2017 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 f� • TPIANTCA in BCSI,copies of which will be fumished upon requestlines coincide with joint center lines. 9.Digits indicete Lea of plate N 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 and Truss-BC , LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 67 9-10=(-303) 1719 2- 9=) -275) 199 12- 7=(-246) 207 BC: 2x4 DF 81&BTR SPACED 29.0" 0.C. 2- 3=) -47) 129 10-11=(-257) 1712 9- 3=(-2125) 404 WEBS: 2x4 DF STAND 3- 9=(-2013) 944 11-12=(-268) 1812 3-10=( 0) 197 LOADING 4- 5=(-1602) 444 12- 8=(-921) 2158 10- 9=) 0) 244 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1602) 950 4-11=) -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 = 92.0 PSF 7- 8=(-2556) 554 11- 6=( -701) 255 'I 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) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.006" @ -1'- 9.0" Allowed = 0.133" MAX IL CREEP DEFL = -0.007" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.108" @ 22'- 10.8" Allowed = 1.717" MAX IL CREEP DEFL = -0.259" @ 22'- 10.8" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.049" @ 39'- 9.5" MAX HORIZ. TL DEFL = 0.080" @ 39'- 9.5" Design conforms to main indforce-resisting system and components and cladding criteria. 16-09 18-06 Wind: 190 mph, h=23.9ft, TCDL=4.2,BC0L=6.0, ASCE 7-10, of' f . (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 ,i f f . . f End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads M-9x6in the plane of the truss onl . 6.00 Q 6.00 6 9 <.(;lr" PRopF• sis M-5x8(S) M-5x8(S) �+. .. \AGIINE48 0.25" 0.25" -44 89200 E iv 0'.0... VV M-3x53 M-1.5x3 d OREGON _ �(/ AtK kf _ 144 r �Q '. M-1.5x3 41'6'13R;IL)\- z o I 1 ti a '• , EXPIRES: 12/31/2017 flM-3x8 9 10 M-3x9 11 0.25" 12 M-3x9 M-3x8 •*8 0l M-5x8(0) y b k y 1 y y 7-07-12 9-01-04 9-01-04 9-04-12 y 1-09 35-03 NOARILL 41I ,a� OV IN '1+JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C5it. c� Scale: 0.1818 F� - fl.. WARNINGS: GENERAL NOTES, unless otherwise noted: Nary 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: C5 and Warnings before oonstruoon commences building component.Applicability of design parameters and proper "o7 2.2x4 compression web bracing must be Installed where shown+ incorporation of component is the responsibility of the building designer. - -,-45:7 ( 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability sd� -stability tluring construction 'mss 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) - Q DATE: 4/20/2017 the overall structure lathe respons b Iky of the building designer. 3.20 Impact bridging or lateral bracing required where shown+4GIS1SsR .No load should be applied to any component until after all bracing and 4 m Installation of truss Is e responsibility bility of Me respective contractor. SEQ.: K3110050 4 43, fasteners are complete and atnotime should any loads greater man 5 Design assumes trusses are to be used In a noncorrosiveenvronment, S`IONAL'- TRANS ID: LINK design loads be applied to any component. and are for"dry contllllon''ol use. " 5.CompuTrus has no control over and assumes no responsibility for the a nnecegssaassumea NII 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 20,2O,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 f� TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Signs Indicate size of plate in inches. MiTek USA,IOC./CompuTNs Software 7.6.8(1 L)-E t0.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" [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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: 190 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 92.0 PIE load duration factor=l.6, considered for this design. 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 ontinuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-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. 16-09 18-06 T 1' T 10-06-09 6-02-07 6-02-09 12-03-07 T '1 'f T T 12 I IM-4x4 12 6.00 [7' 2 Q 6.00 M-3x5(S) M-3x5(S) iiM +4 Y2 3 PI1 C1 L- ` 92ON:PE w4 v� ,z- p`b e EGON�� <0 35:4141b .6 4f q„ mil 5 �I M-3x5(S) _" o EXPIRES: 121316)7 ; b b 16-09 18-05-15 1-04 35-03 s v9 S , JOB NAME : LENNAR 3376—A SELLWOOD AMERICAN — C6 f//� `' Scale: 0.2417 �► `c... Q_ AIM 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 l Truss: C6 and Warnings before construction commences building component Applicability of design parameters and proper a/r 2.2x4 compression web bracing must be Installed where shown+ • incorporation of component lsthe responsibility ofthe builtl'ng designer / ' 3.Additional temporary bracing to insure stability during construction 2 Design asset v resile op d bottomunless bravedds to laterally braced et +I'r 51398 'fit is the responsibility of the erector.Additional permanent bracing of 7 o c and at IS o c.respectively unless braced throughout their length by - ,rye" if continuous sheathing such as plywood sheathng(TC)and/or drywall(BC) *�+'x T.a.O� DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ 1 3/3 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. y¢ 11'6. SEQ. : K3110051 s Designtrusses are to be used In anoncorosiveenvironment, �-4O AT_i 1 fasteners are complete and at no time should any bads greater than and are for condition'.of use. TRANS ID: LINK desgn loads be applied to any component. B Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for thenece8sary, r� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April 20,20,I 1 7 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANICA In SCSI,copies of which will be furnished upon requestfines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basis connector plate design values see ESR-1311,058-1988(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 9WR/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) 7748 8- 4=( 0) 336 BC: 2x6 DF SS LOADING 3- 4=)-5812) 1898 9-10=(-2369) 5689 8- 5=(-2165) 1259 WEBS: 2x9 DF STAND LL = 25 PSF Ground Snow (Pg) 9- 5=(-5648) 1836 5- 9=) -770) 703 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=)-7038) 2923 9- 6=( -31) 1464 TC LATERAL SUPPORT <= 12"OC. UON. 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) 2431 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 90.0)= 90.0 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 24"OC 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 -14/ 97H 5.50" 2.83 OF ( 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.454" @ 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'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,0CDL=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 for wind loads 5-11-11 14-06-05 in the plane of the truss only. 3-03-04 2-08-07 3-06-05 6-03-08 4-08-08 '© r RO pt- 'f12 T 320# fi .00 GIN , -/> ....: 3.00 v M-5x16 Q" 89200PE 9f M-3x10 M-8x20 M-1.5x3 M-1.5x4 4 5 6 7 3Cr O T2 MEM -.". 111111111111111111111k""Ii illOREGC�I <Ct . 'm 2 .. iYJk7rd,. o .P A ,',, t 1 14 8 t f"'i 0.25" p o R1`+�` M-4x10 M-3x10 M-6x8 MSHS-9x10(S) y y y EXPIR : 12/31/2017 4-11-04 7-08-08 7-10-04 J' y 1-00 20-06 a 9 v WAS JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH1 - �/r :- G�ofi1 Scale: 0.3638 !r, � WARNINGS: GENERAL NOTES, unless otherwise noted: A✓ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual Truss: DH1 and Wamngs 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 responsibility of the building destgner. / r) 3.Additional temporary bracing to insure stability during construction '5198. Design assumes the top and bottom cholla to be laterally braced al M{'� 51^98 is the responsibility of the erector.Addillonal permanent bracing of T o.c.and at 18 o.c respectively unless braced throughout their length by /� 311 DATE: 4/20/2017 lha overall nsibture alfa responsibility of building deal continuous sheathing such as plywood sheathing(TC)and/or drywall(80) [+Iy� /1�V spons y o g gner. 3 2x Impact bridging or lateral bracing required where shown++ Y*��_ vls!i p SEQ. : K3110052 4.No bad should be applied to any component until after all braan9 and 4 Installation of truss is the responsibility of the respective contractor. G4 iq fasteners are complete and at no bine should any loads greater than 5.Design assumes trusses are to be used n a non-corrosive environment, i#.tONrAL 1 TRANS ID: LINK design bads be applied to any component. and are for"dry foil be ring.of use. " 5.CompuTrus has no control over and assumes no responsibility for the 8.Decease assumesn full beefing al all supports shown.Shim or wedge if ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,20.1 1 7 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Miss,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 size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10 For basic connector plate design values see E5R-1311,ESR-1908(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&HTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 7=(-705) 2279 3- 7=( -80) 176 BC: 2x9 DF #1&13TR SPACED 24.0" O.C. 2- 3=(-2404) 637 7- 8=(-586) 2255 7- 4=) 0) 239 WEBS: 2x9 DF STAND 3- 4=(-2271) 513 8- 9=(-586) 2255 7- 5=) -109) 98 LOADING 4- 5=(-2187) 517 8- 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 POE 9- 6=( -176) 97 TOTAL LOAD = 42.0 PSF 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" -150/ 989V -23/ 71H 5.50" 1.58 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -101/ 853V 0/ OH 5.50" 1.36 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. / BOTTOM CHORD CHECKED FOR 10PSF 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 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: 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 truss only. T T 4-01-04 3-10-07 5-10-01 6-08-04 r E© Popt 12 3.00 ,` . >�GI NE,. s>Q M-5x6 ,9' 4 M 45 12 Q. 15:0920OPE f M-1.5x3 ^vo i 3 ex ICJ0 OREGON OREGON C 1 43e.Yl:-d 6 Tt of 14, �4 . I 0.25" B RRILA, o M-3x5 M-1.5x3 M-3x10 M-5x8(S) l b y EXPIRFyS: 12/31/2017 7-03-04 6-06-08 6-08-04 > J• y 1-00 20-06 ,R z 8 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH2 ,cr�F „ �p Scale: 0.3638 , -- WARNINGS: GENERAL NOTES, unless otherwise noted: �, `• /f.;, • 1.Builder and erection contractor should be advised of all General Notes I This designs based only upon the parameters shown and is for an individual 7 Truss: DH2 and Wamngs before construction commences building component Applicability of design parameters and proper ' / 2.204 compression web bracing must be Installed where shown.. D Prat on of component Is the responsibility of the buildingbraced designer. - f ii`"r 3.Additional temporary bracing to Insure stability during construction 2 Design andatlassumes the lop and bottom chards to be lalerelty at *.. 51398, t is the responsibility f me erector.Additional 1 bracing I 2 o c at 10.o c respectively unless braced throughout their length by of ponsi y o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(80) spsr Q DATE: 4/20/2017 the overall structure Is the respons bllhy of the building designer 3.2i Impact bridging or lateral bracing required where shown*• 1 T+*'SEQ.: K3110 0 5 3 4 No load should be applied to any component until after all bracing and 4 Installation of buss is the responsibility of the respective contractor. Se fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used in a non corrosive environment, ,°NAL'- TRANS ID• LINK design loads be applied to any component and are or dry coriaion of 5.CompuTrus has no control over and assumes no responsibility for the 6Oe�sssumes full bearing al all supports shown Shim or wedge if ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage k provided. April 20,20 1 7 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of toss,and placed so their center TPI/WlCA in SCSI,copies of which will be furnished upon request. Ines coincide was joint center lines. • 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTms Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(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: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 8=(-816) 2279 3- 8=( -80) 176 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-2909) 761 8- 9=)-729) 2255 8- 4=( 0) 239 WEBS: 2x9 DF STAND 3- 4=(-2271) 680 9-10=(-729) 2255 8- 6=) -118) 77 LOADING 4- 5=( 0) 0 9- 6=( 0) 276 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PST 4- 6=(-2187) 680 6-10=(-2352) 744 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -26) 30 10- 7=( -176) 92 TOTAL LOAD = 92.0 POE NOTE: 2x9 BRACING AT 29"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" -191/ 989V -23/ 71H 5.50" 1.58 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 6.0" -124/ 853V 0/ OH 5.50" 1.36 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP CONS. 2: Design checked for net(-5 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. l 4 (- psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.167" @ 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 f ' f in the plane of the truss only. 4-01-04 3-03-12 2-06-11 3-10-01 6-08-04 T T i' T T 1' T 8-00 4 � ��GIN •g �‹, 12 3.00 I� 89200PE r. M-5x6 s 9 M-4x12 M-1.5x3 .._rjiaIIIIIIIIIIIIIIIIIIImININI 11111.1.1111111111111111111111111111111 M-1.5x 3 i IN7 '( 111111111111'111.1 3 mem + y4 OREGON lV ',, ', 14, rte' 9 14,,`e O-�"', 2 1J 8 9 T* 10 o M-3x5 0'25' M-1.5x3 M-3x10 M-5x8(S) EXPIRES: 12/31/2017 1 l b l 7-03-04 6-06-08 6-08-04 l b 1 1-00 20-06 ouzat.6 44 a A3 f JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH3 o ap li Scale: 0.3013 ' .. .'"41:41.' y WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contrector should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: DH3 and Wamngs before construction commences building component.Applicability of design parameters end proper 2.2x4 compression web brae ng must be installed where shown+ Incoryoretion of component is the responsibility arthe building designer. /� ( 2.Design assumes the lop and bottom chords to be lalerelty braced al aQ 3.Additional temporary bracing to Insure stability during construction - ^s ' is the responsibility of the erector.Additional Permanent bracing of 2 o c and at 10 o c.respectively unless braced throughout their length by 1 51398 f continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) Q DATE: 4/20/2017 the overall structure Is the responsibility or the building designer. 3.20 Impact bridging or lateral bracing required where shown++ G13"T&R1 SE3110 0 5 4 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. 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are m be used m a non-corrosive environment 4"-IONAL TRANS ID• LINK design loads be applied to any component. end are for"dry conditionor use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components 7 . Design as. .Design assumes adequate donbodrainage Isprovided. April 20,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Diggs indicate she of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-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 20'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=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: 2x9 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 <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -95) 54 5- 9=(-1236) 38B BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=) -122) 71 TOTAL LOAD = 42.0 PSF 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 OF ( 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 lOPSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.102" @ 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.S, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 11-11-11 8-06-05 T T T 6-03 5-08-11 3-10-01 4-08-04 ti) 3.00 v M-9x6 M-3x5 M-1.5x3 .c�� SIF GIN, ,e9 terfo 4 0 8920..PE 9f M-3x4 3 _Sss a► OREGON Ix 40 co 2 ili o �/� 7 0.2 f1 5" e ** 91�711.,E- �. to M-3x5 M-1.5x3 M-3x5 -- M-5x8(S) EXPIRES: 12/31/2017 * ,t, l 6-01-04 5-02 9-02-12 l b * 1-00 20-06 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH4 4) - y„ 0 Scale: 0.3263 C�4o. 0�- WARNINGS: GENERAL NOTES, unless otherwise noted: j"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 Wamngs before constructon commences building component.Applicability of design parameters and proper incorporation ofcomponents the responsibility of buildng designer. - ,41'r 2.2x4 compression web bracing must be installed where shown+ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to dbthroughout braced at •aQ 51398 is the respons b Idy of the erector.Additional permanent bracing of 2'o continuous antl ate o c.respectively unless braced throughout their length by ). ej DATE: 4/20/2017 the overall structure isthe re responsibility of dew 4Impadodgigorhing aterasacingre fired ha aanm•or dryeII(BC) Q '�_�G, T spons y o ng goer. 3.2x Impact bridging or lateral bracing required where shown++ I"a 1 aA 4.No bad should be applied to any component unt l after all bracing and 4 Installation of truss is the responsibility of the respective contractor. SEQ. : K3110055 s Das trusses arembeusedinanon-corroaroeenvironment, ', fasteners are complete and at no time should any loads greater than are assumes Q1VAL design loads be ap9ied to any component. and are for"dryums condition"rlbeeof use. TRANS I D: LINK 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment and installation of components. wry. .t 7.Rates s assumes b el c ted o adequate drainage is trusse April 20,20 1 7 6.This design is furnished subject to the limitations set forth by B.Rates shall be located on both faces of truss,and placed so their center TPIISVTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate sea of plate c inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1908(MuTek) 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 OF #1&13TA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 8=(-693) 2246 8- 9=( 0) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 179 2- 3=(-2370) 579 8- 9=(-697) 2240 3- 9=( -728) 215 WEBS: 2x4 DF STAND 3- 4=(-1625) 429 9-10=(-944) 1043 9- 4=( 0) 180 LOADING 4- 5=( 0) 0 9- 6=( -59) 577 TC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1539) 435 6-10=(-1236) 492 BC LATERAL SUPPORT 0= 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 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 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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 ** For hanger AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I`' gpsf) uplift at 24 floc spacing. g 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 = -0.102" @ 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 13-11-11 6-06-05 ,( 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. T f T f T T 12-00C'�SQ PROpt. 3.00 I� M-4x6 s . co````�.G�N� GV�12 ,., 4 M-3x5 M-1.5x3 (#0.e.....- 83200P.E 9f- M-3x4 3 u. OREGON4,/Q c 2 M 1 811 RIO- -9- +* 10 , O M-3x5 M-1.5x3 0.25" M-3x5 M-5x8(S) EXPIRES: 12/31/2017 ), y y y 6-01-04 5-02 9-02-12 y b y 1-00 20-06 JOB NAME : LENNAR 3376-A - 4\9°woks ' ? SELLWOOD AMERICAN DH5 ,,,. �,.r �o ,� Scale: 0.3013 /�/ •`, WARNINGS: GENERAL NOTES, unless otherwise noletl �rf a✓•• TrussDHS t Builder and erection cenlradar should be advised of all General Notes This designs based only upon the parameters shown ands for an Ind:v dual and Warnings before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown♦ Incorparetion of component"s the responsibility of the building designer. /�,,,'r _temporary bracing brat ng to Insure stab Idy during construction 2 0 algn assumes the lop and bottom chords to be lelerel braced at �5139$�s 4 3.Additional tem T a c.and at 10 o.c respeobvely unless braced throughout their length by �-1-, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or 0 II BC ^)�s p DATE: 4/20/2017 the overall structure is the responsiblldy of the building desgner "tea( ) " Gv 4.No load should be led to anycomponentuMd after all bracing3 In Impact bridgingorlateral bracing required where shown 4* Q �GisTOV SEQ. : K3110056 applied and 4.Installation of truss the responaiblldy o/the 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-corrosive environment, E TRANS ID: LINK design(cads be applied[o any component . and are for'dry conditionof use. ���QNAj.0 5.Compares has no control over and assumes no responsibility for the e.Design assumes con bearing et all supports shown.Shim or wedge it fabrication,handling,shipment and Installation of components. necessary. S.This design Is furnished subject to the limitations sat forth 7.Design hall b assumes adequate drainage la truvse n April 20,20 7 by 8.tines shall be located on both faces of truss,and placed so their center TPIANfCA In BC51,copies of which will be Nmished upon request. lines coincide with joint center lines. 9.Digits Indicate Wee of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connedor plate design values see ESR-1311,ESR-1985(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: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 27 2- 8=(-693) 2296 8- 3=( 0) 179 BC: 2x4 DF #16BTR SPACED 29.D" O.C. 2- 3=(-2370) 579 8- 9=(-697) 2240 3- 9=) -728) 215 WEBS: 2x4 DF STAND 3- 9=(-1625) 929 9-10=(-949) 1043 9- 9=) 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 9- 6=(-1539) 935 6-10=(-1236) 492 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=) -95) 54 10- 7=) -122) 65 TOTAL LOAD = 92.0 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" -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 GF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" a. 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 = 0.093" @ 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), 1 T load duration factor=1.6, f' load vertical(s) are exposed to wind, 6-03 5-02 2-06-11 1-10-01 4-08-04 Truss designed for wind loads f '1 1' 1' 1' 1' in the plane of the truss only. T 12-00 1' M-4x6+ t; V© PROF- 12 4, k �- E -- 3.00 I7 � M-1.5x3 M-4x6 0 / 5 _ 89200PE 1, Eli o M-3x4 0 3ow o OREGON �� /®1 ll}'` 14,to ,4 241 0 - - w; MRRIO- . 8 9 +r 10 ._ o M-3x5 M-1.5x3 0'25 M-3x5 M-5x8(S) EXPIRES: 12/31/2017 b l b l 6-01-04 5-02 9-02-12 , i, l , 1-00 20-06 t .g, .y+ d WAS.tix moi. JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH6 •-•,..''VO '�'_ Scale: 0.3013 4 �, WARNINGS: GENERAL NOTES, unless otherwise noted. 4 p r`/ AO - 1.Builder and erection contractor should be advised o/all General Notes 1.This design is based only upon the parameters shown and is for an Individual „a ' Truss: DH6 and Warnings before construction commences building component Applicability of design parameters and proper 2.2a4 compression web bracing must be Installed where shown•. incorporation of component Is the responsibility of the building de&goer. / 3.Additional bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at �A C 1308 `, is the res temporary f the aredor.Additional t bracin f 2'o.c.and at 10 o c respectively unless braced throughout their length by Q J 70 _44 2. pons yopermanent go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) �. jsm'-' ,. Y DATE: 4/20/2017 the overall structure Is the responsibility o/the baking deegner. 3 2r Impact bridging or lateral bracing required where shown++ [N r 1 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. C1 SEQ. : K3110057 fasteners are complete and at no time should any loads greater than 5 Design assumes wssesare tobeused nanoncoroaveenvironment, s`4ONAL TRANS ID LINK design loads beapplied toany component. asdgnassumesub bearing 5.CompuTrus has no control over and assumes no responsibility for the a nnece full bearing al all supports shown.Shim or wetlge If ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 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 i TPIMrrCA in SCSI,copies of which will be furnished upon requestayes coincide with joint center lines. 9.Digits Indicate sae of plate in inches. MiTek USA,Ina./CampuTrus Software 7.6.8(1 L)-Z f 0.For basic connector plate design values see ESR-1311,ESR-1988(M:Tek) 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=(-754) 2246 8- 3=( 0) 179 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-2370) 660 8- 9=(-758) 2240 3- 9=( -728) 189 WEBS: 2x4 DF STAND 3- 4=(-1625) 548 9-10=(-612) 1043 9- 4=( 0) 180 LOADING 4- 5=(-1539) 548 9- 5=( 0) 577 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 5-10=(-1236) 669 BC LATERAL SUPPORT <= 12"0C. 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 2480C 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/ 1100 5.50" 1.58 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 6.0" -237/ 854V 0/ OH 5.50" 1.37 OF ( 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 "01 spacing. / M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (eon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 0* 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 IL 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 windforce-resisting system and components and cladding criteria. 17-11-11 2-06-05 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '1' T '' load duration factor=l.6, 6-03 5-02 4-04-12 2-01-15 2-06-05 End vertical(a) are exposed to wind, 4' 4' T f T T Truss designed for wind loads in the plane of the truss only. 1 12-00 T T 6 v P, FA Ili 12 ' 5i1/4 M-3x5 3.00 v �Gjk4GIN 6'/>,, _.... M-4x6 6 M-175x3 89240FE 9f M-3/F4 cr Ow.61 o cn 7 OREGON to rin 1 r t- 'll 4 :v.:c. MERR;10- I B 0.25" 9 ** 10 o M-3x5 M-1.5x3 M-3x5 M-5x8(S) EXPIRES:. 12/31/2017 b ,I, ..t. l 6-01-04 5-02 9-02-12 J. b 1 1-00 20-06 .ORRILL s, 44 �WAs ' - JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH7 ,_.i ; 3 is Scale: 0.3013 'ilfe'�. WARNINGS: GENERAL NOTES, unless otherwise noted: %I.,4 I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual Truss: DH7 and Waminga before construction commences building component. r Applicability of design parameters end proper 'y' 2.2x4 compression web bracing must be nstalled where shown* Incorporation of component Ie the responsibility of the building designer. /• f/ - 2 Design assumes the top and bottom chords to be laterally braced at54 3.Additional temporary bracing to insure stability during construction N the respons MIRY of the erector.Additional permanent bracing of 7 o c and at 15 a c.rasped vel unless braced throughout their length by - "P 51393- DAT E: 4/20/2017 the overall structure Is the responsibility ins bulltl ng des goer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Qyyy��� ) r�.� of3.20 Impact bodging or lateral bracing required where shown 0* ,(�3}S� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the resposslbllty of the respective contractor SEQ.: K3110058s`fONALP radenerearecomploleandalnotmeanoawanylosaagreaterthan 6 and arassumeswsaeaarefobeusedmanonconalveenvronment TRANS ID' LINK design loads beapplied toany componed. end arefor'drycondRon areae. 5.Comma,.has no control ever and assumes no responsibility for the 6.Design assumes lull bearing at all supporta silo.Shim or wedge i( shipment necessary. febricelion,handling, and installation of components. 7.Design assumes adequate drainage Is provided. April 20,20 17 6 This design is famished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIMyTCA in BC51.copies of which will be furnished upon request, lines coincide with jointcenter lines. 9.Digits Indicate aha 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 9'- 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=(-24) 28 3-5=(-128) 107 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-66) 36 WEBS: 2x9 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 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/ 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 OF ( 625) *0 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 29 "oc spacinq. 1 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.029" @ -1'- 10.3" Allowed = 0.185" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL 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 / 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: 190 mph, h=l5ft, TCDL=9.2,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, 9 -, Truss designed for wind loads 3 in the plane of the truss only. N 2 mdillaIIIIIIIIIIIIIIII 1111111111d 1 =� 5 0 89200PE 9f M-3x4 M-1.5x3 � OREGON (li � y ), y MFRR;Ilk- 3-08-04 0-03-12 y y y 1-10-04 4-00 EXPIRES;._ 12/31/2017 L 49 iiNVAS ' , JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - El v leSar >> 0 Scale: 0.6506 'Si p f WARNINGS: GENERAL NOTES, unless otherwise noted: \-. N 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 l 6 Truss: El and Warnings before construction commences. building component Applicability of design parameters and proper / 2.2a4 compression web bracing must be nsalletl where shown incorporation of component lathe responelblllty of the building designer. - / 1 2 Design assumes the top and bottom chords to be laterally braced at +' 3.Additional temporary bracing tonsure stability during construction • . V 51398 ki the responsibility of the erector.Additional permanent bracing of 2'o c and at 10 o c ras sly unless braced throughout their length byis T 3sf ,.(� I DATE: 4/20/2017 the overall structure is the responsibility.Addthe buildingtea continuous sheathing such as plywood sheathing(TC)andror drywall(BC) �'+G'v 'j' P'^" 'y of gner. 3.20 Impact bridging or lateral bracing required where shown+• 1 Ta SE K3110060 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �({� 4" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non corrosve env ronment �A7.4O1].r�L �� design loads be applied to any component. antl are far dry condition.of usa. . L TRANS ID: LINK 6 5.CompuTrus has no control over and assumes no responsibility or the .Design assumes full beading at all supports shown.Shim or wedge If scary fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center April 20,2017 ,, TPIAN1CA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate In inches. MiTek USA,IDC./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M 4 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=(-126) 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 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=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(s) are exposed to wind, 4 -/ Truss designed for wind loads 3 in the plane of the truss only. I �� E� PRQp�Css =� .5 - 1- 89200PE 9f 1 M-3x4 M-1.5x3 ,�OREGON Ix ,4� ), ), y "I RR1I.4 3-08-04 0-03-12 1-10-04 4-00 EXPIRES: 12/31/2017 RL WAS �`-1›, JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - E2 Scale: 0.6506 N ip .10 0Aiii WARNINGS: GENERAL NOTES, unless otherwise noted. ' 7 1.Balder and erection contractor should be advised of all General Notes 1.Th6 designs based only upon the parameters shown and is for an individual ^� Truss: E2 and Warnings before construction commences balding component.Applicability of design parameters and proper e4' 2.2x4 compression web bracing must be installed where shown* incorporation of component ithe responslbilty of the building designer. - /i',1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords b be laterally braced at ' 51398 kJ'` 6 the responsibility of the erector.Additional permanent bracing of 7 o.c and at 12 o.c respectively unless braced throughout their length by /ar,� DATE: 4/20/2017 the overall structure s the responsibilityf the build dell continuous sheathing such as plywood sheathing(TC)and/or done 11)81) un .4l�TST '" o ng designer 3 a Impact bridging or lateral bracing required where shown.. Vl 1'� SEQ.: K3110 0 61 4.No load should be applied to any component until atter all bracing and 4.Installation of truss 6 the responsibility of the respective contractor. r { y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosNe environment, -ONAL' 4 TRANS ID: LINK design loads beapplied to any component. and are far dry conditionof 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ssary. 7.Plti s shall assumes adequate thdrainageacto provided. April 20,201 7 6.This design is famished subfed to the limitations set forth by 6.Plates shall be located on both faces of buss,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 size of plate in inches. MiTek USA,Ino./CofnpuTrus Software 7.6.8(1 LIE 10.For basic oonnector pMte design values see ESR-1311,ESR-1988(MINX) 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: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-5=(-35) 48 3-5=(-176) 136 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 61 WEBS: 2x9 DF STAND 3-9=( -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" -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 ICONS. 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 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 = 0.054" @ 2'- 10.8" Allowed = 0.297" MAX TC PANEL TL DEFL - -0.073" @ 2'- 8.6" Allowed - 0.446" A 5-02-04 0-03-12 f f MAX HORIZ. LL DEFL - 0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL - 0.000" @ 5'- 2.2" 9.00 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, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 9 -/ load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads ii l in the plane of the truss only. Lo, r-i__. iiiiiiiiil , PRO AGI Nice 2 ,, 0 N I SIP IP IIIIIIMMIDIAIAll QC' 89200PE r* y 1 M-3x4 M-1.5x3 OREGON, 10 y y y ' RR1L-6 5-02-04 0-03-12 J' 1-10-04 y 5-06 b EXPIRES: 1 2131 12 G17 voulatti. JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - E34 lop J ,. Scale: 0.6227 A -- FI i WARNINGS: GENERAL NOTES, unless otherwise noted. V. 0 1.Builder and erection connects,should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual Truss: E3 and Warnings before construction commences building component Applicability of design parameters and proper r0' 2.2a4 compression web bracing must be installed where shown♦ incorporation of component is the responsibility of the buldingdeagner - / r - 3.Additional temporary bracing to insure Mobility during construction 2 Des tin assumes the top and bottom chortle to be laterally braced al i'�! 31348 �'y4 is.responsibility of Me erector.Atltlibonal permanent bracing of 2 o c and at to a c respectively unless braced throughout their length by /� mnnepeces sheathing such as plywood ng(TC)and/or drywall(BC) Q DATE: 4/20/2017 the overall structure is the responsibility of the building designer. 3.2a impact bridging or lateral bracing required where shown** GIS i Gk' S E K3110 0 62 4.No load should be applied to any component until after e0 bracing and 4.installation of buss is the responsibility of the respective contractor. , . 4 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, '4 OVAL" design loads be applied to any component. and are for dry condition.of use TRANS ID: LINK S.CompuTrus has no control over and assumes no responsibility for the 8 Design assumes full bearing Mall supports shown Shim or wedge if necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. April l 20,20 I7 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center ^(+ TPINJICA In BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. A 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 sea 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" 0.C. 2-3=(-75) 61 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 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) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I {-GOND. 2: Design checked for net(-5 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans 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 " 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=l.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads 1 A in the plane of the truss only. N o I sA� /� N <c t© �:ll fse. o �� , �. NGINEE� �Q9 I ► 5 `� 892�?oPE o 1 M-3x4 M-1.5x3 7 40 OREGON .�Q 1© J}•' 14 t :c y l b "igRR%L4 5-02-04 0-03-12 Cit pC+ - -- y 1-10-04 y 5-06 .1' EXPIRES: 12/31/2017 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - E4 Op %' 3 ' Scale: 0.6227 o '� WARNINGS: GENERAL NOTES, unless othenvlse noted: _4ic' ,40'1Builder and erection contractor should be advised of all General Notes 1.This design H based only upon the parameters shown and Is Br an individual . cti - l�'�� Truss: E4 and Wamings before construction commences building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown.tncorpoation of component is the responsibilty of the building designer. - /�I 2.Design assumes the top and bottom chorda to be laterally braced al xQ 3.Additional temporary bracing to Insure stability during construction (gyp 4 is the responsibility of the enactor.Additional permanent bracing o/ 44) 7wo.ntin ou a110 oc respectively unless braced throughout their length by 5139$ continuous sheathing such as plywood ng(TC)and/or drywall(13G)DATE: 4/20/2017 the overall structure is the responsibility of building designer. 3.2x Impact bridging or lateral bracing required where shown J-• % 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. !ll��• SEQ. : K311 O 0 63 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. 4S l 6- design loads be applied to any component. and are for dry condition"of use. 7pNAL-�'� TRANS ID: LINK6 Design assumes lull bearing at all supports shown Shim or wedge if 5.compurrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,20,1 17 6 This design is fumished subject to the limitations set forth by 8.Plates shall be located on both laces 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 size of plate in inches. MITek USA,Ino./CompuTrss 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: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 27 2-4=(0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-24) 23 TC LATERAL SUPPORT <= 12"0C. 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 BOG 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/ 23H 5.50" 0.48 DF ( 625) 1'- 10.9" -104/ 77V 0/ OH 1.50" 0.12 DF ( 625) LL = 25 PSF 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 !PROVIDE FULL BEARING;Jts:2,3,4I 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" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f T 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 v 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 /('�� 2 i t. �:I1.S,lre C• 4 89200PE 9f M-3x9 .7 4OREGON X 4 41 � DIY 144,S. -4' M€R R I0- b b ), 1-00 6-00 EXAI RES: 1 2/31/2017 otRILL 4, 4\ ov WAsia., . JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J1 f r'W � Scale: 0.7418 ,�T�2; WARNINGS: GENERAL NOTES, unless otherwise noted '-', • ‘IMI,"id I.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an individual 'N Truss: J1 and Warnings before construction commences budding component.Applicability of design parameters and proper r 2.2x6 compreeelon web bracing must be Installed where shown• incorporation of component is the responsibility au,.bu Iding designer. /fi r 3.Additional temporary bracing to Insure stability during 2 Design assumes the top and bosomchords tobelaterally braced et 'T•A 51398 4 by s the responsibility of the erector.Additional permanent bracing of 7 continuous and at ea o c respectively as sty unless braced(TC)and/orut dryeir length) DATE: 4/20/2017 the overall stmctureIsthe reresponsibility of d "rnuousshgingngsu,;haspingreywood el1 d sheathing(TC)to androrarywan(BC). Oj� 4b nY sponse y o g designer. 3 �Impact bridging or lateral bracing required where shown++ •'!1 � ���_ 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. 44 SEQ. : K31100645.Deal trusses are to beusetlmanoncorrosiveenvronment S Q -r�� fasteners are complete and et no time should any loads greater thanare assumesNAL- design loads be applied to any component. and are for dry condition"of use TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the fi nee scary. sfull bearing at all supports shownShim or wedge f ry fabrication,handling,shipment and Installation of components. 7 Design assumes adequate drainage isrovided. A p r i I 20,2017 truss,This deWgn Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVI CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 4 9.Digits Indicate awe or plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-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/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-4=(0) 0 BC: 2x9 DF #1&HTR SPACED 24.0" O.C. 2-3=(-36) 25 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/ 396V 0/ 3911 5.50" 0.55 IF ( 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 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !PRDVIDE FULL BEARING;Jts:2,3,91 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" f f 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 (7=- 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 -0' in the plane of the truss only. Ca Z 1 y _ x9 892QQPE <' o M-3x9 3 OREGON 4 '.0 9}'" 144,2 - 'vieRRIO.. l ), y 1-00 6-00 EXPIRE; 12/31/2017 44s,- o�WAS G JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J2 � F. .,? i Scale: 0.6918 .4 l.`"..-!..4 4,-• WARNINGS: GENERAL NOTES, unless otherwise noted: `-fLr/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual Truss: J2 and Warnings before construction commences building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be Installed where shown«. incorporation of component Is the responslb Illy of the building designer. /*�"1 y� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A� 51398 is the responsibility of the erector.Additional permanent bracing of 7 o c and at 10 o c.respectivety unless braced throughout their length by DATE: 4/20/2017 me overall structure Is the responsibility of building deal continuous sheathing such as plywood sheathing(TC)and/or drywall(81) - . spans dv o ever. 3.94 Impact bridging or lateral bracing required where shown«r � ('i.1STZI. SEQ.: K3110065 4.No load should beapplied hany component until after all bracing and 4 Installebonof truss is the responsibility ofthe respective osioeecontractor. �/ � fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, (MAL �77����♦� and are for"dry condition"of use. vl-`I I'1L ' TRANS I D: LINK design loads be applied to any component. fi.Design assumes roll bearing at all supports shown.shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,20,l 1 7 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 TPI/WTCA In 0151,copies of which will be famished upon requestlines coincide with Joint center lines. 9.Digits indicate sae o/plate in Inches. MiTek USA,Inc./CornpuTrtts Software 7.6.8(1 L)E t0.For basic connector plate design values see E5R-1311,ESR-1588(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/Cg=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 29.0" O.C. 2-3=(-53) 26 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 POP 0'- 0.0" -77/ 903V 0/ 55H 5.50" 0.69 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 REQUIREMENTSAGE OF IBCIS 201T 15 ANDLY IRCUE TO THE 2015 NOT BEING L MET. (PROVIDE FULL BEARING.( MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1GPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.059" @ 3'- 7.2" Allowed = 0.327" ,t' ' 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 C,- 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, Truss designed for wind loads -/ in the plane of the truss only. ir PROF '‹Css v c 892 ?QFE v 1 - - M o M-3x4 ,�OREGO. 1\ ��� y J, y 1-00 6-00 EXPIRES: 40 WAs ?, JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J3 '" C/4 4p Alk Scale: 0.6918 r' 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 bran Individual Truss: J3 and Warnings before construction commences building component Applicability of design parameters and proper fe/ 2.2a4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building deagner. _ /'a 3.Additional temporary bracng to Insure stability during construction 2 Design resumes the lop and bottom chortle to be laterally broad al 51398 c s the responsibility of Me erector.Additional permanent bracing of T o c and at 10'o c respectively unless braced throughout their length by /� A 7U,,(� DATE: 4/20/2017 Neoverapatrumure sthere (blit of building tle continuous sheathing such as plywood sheathing(TC)andlor drywall(131) Q t'�`rrsr70 responsibility o g signer. 3 a Impact bridging or lateral bracing required where shown•+ X43 1 l3 p 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. & .e_ SEQ.: K3110 0 6 6 fasteners are complete and at no 1 me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment ©NAL- r TRANS ID: LINK design loads be applied to any component. S andare for"dry condition" tall supports anown.Shim or wed r 5.CompuTrus has no control over and assumes no responsibility for the gassumes g a ppo wedge - necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,20 1 7 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center TPIM/rCA In SCSI,copies of which will be furnished upon request fines coincide wkh joint center lines. 3 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 7'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 27 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 51 3-4=(-34) 14 TC LATERAL SUPPORT <= 12"OC. UON. 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 378V 0/ 71H 5.50" 0.60 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 DF ( 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" -19/ OV 0/ OH 1.50" 0.00 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING.I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.032" @ 2'- 9.4" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.494" MAX HORI2. 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=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. it C AAas c‘t 872 1 L 9r i IiirgillliiiiiiiiiiM M-3x4 �}_o OREGON oe�lU� B A' 14,'/-C �- 'IqR R 11aL' 1, l 1, l EXPIRES; 12/31/2017 1-00 6-00 1-11-11 • viA . JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J4 �� .'!/��s. Scale: 0.6021 41 ,, at WARNINGS: GENERAL NOTES, unless otherwise noted: ui�a 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 I 7 Truss: J4 and Warnings before construction commences building component.Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where she incorporation of componenII the responsibility of the building designer. ( �( 2.Design assumes the lop and bottom chords to be laterally braced et - Y!) 3.Additional temporary bracing to insure stability during construction 513} pp- Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and a110 o c.respectively unless braced throughout their length by - 39p } continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) Q•A'�[, DATE: 4/20/2017 the overall structure is the responsibility ofthe building designer 3 Dtlmpactbddgingorlateralbracingrequiredwhereshown+i ti C7STCmR SEQ. : 1<3110 0 6 7 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. S` rv'j fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, 70.NAj,: TRANS ID: LINK design loads be applied to any component. and are for"dry conditionafuae. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing al 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.f 1 7 6.This design is famished subject to the limitations set forth by 6.Plates shall be looted on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be Nrnished upon request lines coincide with joint center lines. .Digits Indicate eOe pplate in inches. M:Tek USA,Inc./Com uTrus Software 7.6.6 1L-E to.For basic connector platedeinc values see ESR-1311.ESR-1 g68(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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 2-5=0) 0 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-77) 52 3-4=(-41) 18 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 DL ON BOTTOM CHORD = 10.0 POP 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" -59/ 374V 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" -45/ 92V 0/ OH 1.50" 0.15 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP PROVIDE FULL BEAAING.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "00 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 TI PANEL LL DEFL = -0.023" @ 2'- 11.9" Allowed = 0.329" MAX BC PANEL IL DEFL = -0.051" @ 3'- 1.4" 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=4.2,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. 1C3t© 1-ROe La` ````+AGI NECC9 �� 89200PE f 0 N 7' z' OREGON N�� �Li M-3x4 E'pp R IVA- EXPIRE& 12/3112017 y y b l 1-00 6-00 9-00 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J5 A/o_ ,o Scale: 0.5108 :�. ,1. WARNINGS: GENERAL NOTES, unless otherwise noted: 1 1✓ iAdsi I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an individual Truss: J5 and Wamngs before construcun commences building componentApplicability of design parameters and proper ya/I 2.2x4 compression web bracing must be Installed where shown 4. incorporation of component Is the responsibility of the building designer. I{j 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced at _ 51398 47 E the responsibility of the erector.Additional permanent bracing of zoo and at 10 o respectively unless braced throughout their length by /� [s SO DATE: 4/20/2017 the overall structure is the responsibility of the buildingdesigner. continuous sheathingr suchrl bs plywood requirediwhere sh)own cr tlrywall(BC). V �G R ' spena Iry 3 zx Impact bridging or lateral bracing wnere snown«. IS3'F3 S E' K3110 0 68 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respecboe contractor. } 4 fasteners are complete and at no gine should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v ('1Y jAL'j design loads be applied to any component. and are for"dry condition"o/use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility or the 6.Design assumes full bearing at all supporta shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. April 20,20,1 1 7 6.This design Is furnished subject to the limitations set forth by e.Pules shall be located on both faces of truss,and placed so their center TPIAN/CA In 808/.copies of which will be furnished upon request. lines coincide with joint center lines. 4 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-101313(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=( 0) 27 2-6=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-95) 52 3-4=(-48) 18 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-21) 10 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 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 OF ( 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/ 189V 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (PROVIDE FULL BEARING.( 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 = 0.002" @ -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 HOAIZ. 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, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 3.001 Truss designed for wind loads in the plane of the tr.-- p . O i `� 92 .OPE 9c- I 0. �i o M OREGON 4,- ,,, �� 0 1 g M-3x9 �RR-:I`� EXPI RES: 12/31/2017 b l y y 1-00 6-00 6-00 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J6 Scale: 0.4472 „ '' , ....01 :P..' 0 WARNINGS: GENERAL NOTES, unless otherwise rioted: - 'vilify 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an Individual Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper l 2 254 compression web bracing must be Installed where shown* incorporation of component is the responsibility of the building designer. /V' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at .A� is the responsibility of the erector.Additional permanent bracing of 7 o c and at 10.oz.respectively unless braced throughout their length by + 51398 DATE: 4/20/2017 the overall structure s me responsibilityf the bulld'n dealcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - Q a g designer 3.in Impact bodging or the tel bracing required where shown«« GIS I ERS SEQ.: K3110 0 6 9 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor '10- 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, -ONALN'- deal loads be applied to an M. and are for"dry condition"of use. TRANS I D: LINK 5.Cam n T us has no over and sesames no res 6.Design assumes full bearing at all supports shown.Shim or wedge If pu responsibility for themmma0, -. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center April 20 r 20 7 TPIMRCA In FIC 51,copies of which will be furnished upon request. lines coincide wfth joint center lines. 9.Diggs indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.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: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-6=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-112) 57 3-4=( -69) 28 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -36) 17 BC LATERAL SUPPORT <= 12"01. 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" -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 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 = -0.026" @ 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. I Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 12 in the plane of the tr.-- ❑• p© 3.00 D . `ckt.0 aROFt . �C3 t4GINEE (S> 089200.E �r. o, M '( 7 A. l OREGON 1 am /6. 4P'ii4,Sq' 4. Z.RR;10-$ O M-3x4 EXPIRES: 121&i/2017 y y ), l 1-00 6-00 8-00 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J7 y ji►a !'T `� Scale: 0.4066 .r /"4.._"� p .' ._4 WARNINGS: GENERAL NOTES, unless otherwise noted: ;.'y, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en individual Truss: J7 and Wamngs before construction commences building component Applicability of design parameters and proper o(/ 2.2x4 compression web bracing must be installed where shown+. incorporation of components the responslb lily of the building designer. ( j I 3.Additional temporary bracing to meats stability during construction 2 Design assumes the tap and bottom chords to be laterally braced al *01398 lathe responsibility of the erector.Additional permanent bracing of 2 o.5.and at 10 o.c respectively unless braced throughout mer length by 30{� J DATE: 4/20/2017 me overall structure R the re mil of bmla des 2x Impact sheathinginor such l b acinplywg re uired ng)TC)antl.•drywall(B0). QA �c7'OTcr111�° sports kY o ng goer. 3.2x Impact bridging or lateral brec ng required where shown++ Y� ts3 No load should be applied to any component until after all bracing and 4 m Installation of truss is e responsibility of me respective contractor. SEQ.: K3110070 4.fasteners are complete and at n^time should any loads greater man s Design assumes sussesare tobeusedmanoncorroseeenvironment. AS*�ONALj''1G des gn loatls be applied to arty component and are for 1-dry condition.of use. TRANS ID: LINK 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge If nary 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 TPI/W7CA in BCS',copies of which will be furnished upon request lines coincide with joint center lines. 41 9.Digits indicate s¢e 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-1985(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M 4/ LUMBER SPECIFICATIONS TRUSS SPAN 16'- 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 2-7=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-130) 66 3-4=( -86) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=) -50) 25 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POP 5-6=( -29) 11 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" -94/ 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" -194/ 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" -104/ 227V 0/ OH 1.50" 0.29 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 16'- 0.0" -16/ 34V 0/ OH 1.50" 0.05 DF ( 625) (PROVIDE FULL BEARING.I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.025" @ 2'- 11.9" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.994" 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=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l • Truss designed for ce QF 12 in the plane of��� '�' 3.O0 �la�IINE c.79. l0 892 ?OPE �r .1 o G fr OREGON X10 SRR;ILS-0 M -_ o M-3x9 EXPIRES: 12/31/2017 J. l 1 y 1-00 6-00 10-00 aARILL tit, wAs 'tf JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J8 �- �' Scale: 0.3575 +- Q `� WARNINGS: GENERAL NOTES, unless otherwise noted: • `. - A..- Truss J8 1.Builder and erection contractor should be advised of all General Notes 1.The 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 proper .c".l� 2.204 compression web bracing must be installed where shown* incorporation of component Is the responsibility of the building designer. - /e9 3.Additional lam bracing to insure stability duan 2 Design assumes the top and bottom chorda to be laterally braced at 44 7, temporary g gY g construct on T o c and at 16 o c respectively unless braced throughout Mer length by 13x.9�a ;`q'+�V' is the responsibility of the erector.Additional permanent bracing of 23 Imp us sheathing such as plywood sheathing(TC)and/or drywall(BC). Q . ov k" DATE: 4/20/2017 the overall structure is the responsibility of the bolding designer. 3 2x Impact bridging or lateral brae ng requ red where shown,+ G+�1.L� SEQ. : K3110 0 71 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, LT-,�OTu} ALS . TRANS ID: LINK design loads beadtoanycomponent anaarefoarveanadon^Dross. ON AL CompuTms has noc control over and assumes no responsibility for the e.Design assumes full beanng at all supports shown.Shim or wedge if fabrication,handling,shipmentDoren ssary to rye limitations of components. 7.Design assumes adequateonboth 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 laces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs indicate she of plate in inches. MiTek USA,Ira./CompuTms Software 7.6.8(1L)-E to.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 18'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-7=(0) 0 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-199) 75 3-4=(-102) 95 TC LATERAL SUPPORT <= 12"OC. CON. LOADING 9-5=( -71) 34 BC LATERAL SUPPORT <= 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 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.2" -146/ 348V 0/ OH 1.50" 0.95 DF ( 625) 9'- 11.2" -108/ 225V 0/ OH 1.50" 0.29 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF 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 29 "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 = -0.053" @ 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 for a-fp in the plane of Wall . rF 12 ., fix 1AG I N,� `S.0 3.00 v c . 89200(. E 9'� o ,�OREGON ��� :l ":6 A,4)."` 14,2q .P4"fi I?R:.11\-. N' .g iM-3x4 EXPIRES... 12/31/2017 1-00 6-00 12-00 .. a . Q WRs ' , JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J9 - rgc0 4.:.*.i.! •,' Scale: 0.3202 - rl < o l WARNINGS: GENERAL NOTES, unless otherwise 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: J9 and Warnings before coneructon commences. building component.Applicability of design parameters and proper / 2.254 compression web bracing must be nslelied where shownincorporation of component is the responebilty of the building deagner. /Yj' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - '� 51398 Is the responsibility of the erector areAddels al permanent bracing of 2 o c and at 10 o c respect vely unless braced throughout their length by 98�Q DATE: 4/20/2017 the overall structure Is therebill fthebuildin dee coolpactsshgingiorng lateraibacinas greod sheathng(TC)and/ordrywali(BC) Qj� 4fi �Y responsibility o g goer. 3 Dr impact bridging or lateral bracing required where shown++ � � ��� `',,�a1�(�.'+ S E• K3 110 0 7 2 4.No load should be applied to any component until after all bracing and 4 Installation of truss s the responsibility used of the respective contractor. a9' 1 .tts,y` 4' 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, ONAL - dealgnloatls be applied to any component. and are for dry condition"of use. 19 TRANS ID: LINK s.comptrme has no control over and assumes no responsibility forme 6 Design assumes full bearing Nall supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage isr vid e. 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 TPPWTCA In SCSI.copies of which will be furnished upon request. lines coincide wrh joint center lines. • 9.Diggs indicate spe of plate in inches. MITek USA,InsiCompuTrus Software 7.6.8(1L)-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 41 LUMBER SPECIFICATIONS TRUSS SPAN 18'- 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 2-8=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-181) 75 3-4=(-135) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-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 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.10 DF ( 625) 5'- 11.2" -146/ 398V 0/ OH 1.50" 0.95 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) 'PROVIDE FULL BEARING.I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0'• Allowed = 0.133" MAX LL DEFL = 0.040" @ 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."- .7-10, 12-04-11 7-07-05 load duration '- pp.- -.1)E.,-.E.. uS Rs(Dir), .� 1' / Truss design- 1 in the plan-t t..ss only. -i!�}9:` 12 3.00 89200.E f M-3x5(0) OREGON t„. Ato to tie) `9Y' 144,2. P : , "q6-RR;IL\ EXPIRES.'P1RES.' 12131/2017 O M-3x4 ; ,1 , y 1-00 6-00 19-00 41/49 O WA tl JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J10 �eop - . , Scale: 0.2917 „Olta' 0 WARNINGS: GENERAL NOTES, unless otherwise noted: t,'/ Truss: J10 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 !Y and Warnings before construction commences building component.Applicability of design parameters and proper . �/ 2.7x4 compression web bracing mull beinstalled where shown+ Incorporation of componentisthe responsibility of the building designer. - / 'm 2.Design assumes the top and bottom chords to be laterally braced at - a�l 4,a 3.Additional Temporary bracing to Insure steblltty during construction ,4, Ltit rs the responsibllgy of the erector.Additional permanent bracing of • T o c and at 10'o c respectively unless braced throughout their length by 3139$ DATE: 4/20/2017 Lha overall structure is the responsibility t the building des continuous sheathing such as plywood sheathing(TC)and/or d,ysa 451) Q G ar R sponse yo g loner. 3 2x Impact bridging or lateral bracing required where shown++ ZJ l.Aa SEQ. : K3110 0 7 3 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. e ° fasteners are complete and at no time should any loads greater than 5.Des gn assumes trusses are to be used-n a non corrosive environment, 4ONAL TRANS ID: LINK design loads be applied to any component and are for dry cendmon'ofuce 1I 5.CompuTrus has no control over and assumes no responsb hty for the 6 necDsessa asumea full bearing at all supports shown.Shim or wedge if fabrication.handling,shipment and Installation of components. ry. - 7.Plates hall belctled on eoth drainage is provided. April 20,20 17 6.This design Is furnished subject to the Imitations set forth by 0.Plates shell be located on both faces of truss,and placed so their center M TPIM?CA In BEST,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate In inches. MiTek USA,lnC./COmpUTNS SoftWare 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 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: 2x9 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 BEARING MAX VERT MAX HORS 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" -82/ 301V 0/ 23H 5.50" 0.48 DF ( 625) 1'- 9.2" -27/ 24V 0/ OH 5.50" 0.04 DF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 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. I BOTTOM CHORD CHECKED FOR 1IPSF 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=l.6, Truss designed for wind loads in the plane of the truss only. ,c<, •Pt aFFss N 9 89200PE ,- o M-3x4 7 OREGON v ME.RRIL\-0 l y y 1-00 2-00 EXPIRES: 12/31/7017 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - SJ1 - / ? ca Scale: 0.7546 �/ fp « p WARNINGS: GENERAL NOTES, unless otherwise noted: d •a��� y " 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 5 Truss: SJ1 and Warnings before construcAion commences building componentApplicability of design parameters and proper 2.2a4 compression web bracing must be nstalled where shown+. incorporation of components the responsibility of the building designer. (V , 2 3.Additional temporary bracing to Insure stability during construction .Design assumes the top and bosom chords to be laterally braced at �� . 51 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 - 3 DATE: 4/20/2017 me overall structure is me responsibility rine bundle des continuous sheathing such as plywood sheathing(TC)and/or drywan(Bc) ��T+T��+'R� spons y o g greet 3 2a Impact bridging or lateral bracing required where shown++ S E K3110 0 7 4 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of Me respective contractor. 4' ' fasteners are complete and at no time should any loads greater m1J an 5.Design assumes trusses are to be used in a non corrosive environment, SS",°NAT j design loads be applied to any component and are for"dry condition"of use. TRANS ID: LINK 5.comparrus has no onholover and assumes no responsibility for me 6.Design assumes full bearing at all supports shown.Shim or wedge if scary. fabrication,This design shipment and Installation of components. 7.Design assumes adequate drainage is provided. Apr)I 20,2017 6.This design is furnished subject to the limitations set forth by B.Plates shall be located an both faces of truss,and placed so their center TPIMWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ill 9.Digits indicate see of plate in inches. MiTek USA,Inc/CompuTnus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1938(MiTek) 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: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-38) 17 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" -B6/ 322V 0/ 39H 5.50" 0.52 DF ( 625) 1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -49/ 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 "on spacing. ) 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 3.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.093" 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: 190 mph, h=l5ft, 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. lir A N rn :>.<: �-- ��o 892 OPE yr M-3x4 49OREGON LU J• l ), y 1-0o 2-00 1-11-11 EXPIRES: 12/31/2017 t ,q� 4.0 wASxr,. ' ?, JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - SJ2 �`W�.,. Scale: 0.6909 '��. /p n't WARNINGS: GENERAL NOTES, unless otherwise noted.1.Bu / Truss: S J2 lider 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 7 and Wam ngs before construction commences building component.Applicabiloy of design parameters and proper y 2.204 compress on web bracing mala be Installed where shown•. Incorporation of component Is the responsibility of the building designer. /�" ! 3.Additional temporary bating to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a0.' �}/gyp la the responslbil iy of the erector.Additional permanent bating of Y o c antl at 70 o c respect vely unless braced throughoutthenlength by5 44* 139$ continuous sheathing such as plywood sheathing(7C)and/or drywall(BC) T DATE: 4/20/2017 the overall structure Is the responsibility of the building designer. 3 21t Impact bridging or lateral brat ng requ red where shown• [ y}a16C , SEQ. : K3110075 4.No load should beapplied toany component until after all bracing and 4 Installation oflmssisthe responsibility ofthe respective contactor A }}}'' fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a rico conos ve environment, IONTAL V deal M end are for•try conditon'.of use TRANS ID: LINK g^oatls baa ppetlto an ycompone S.CompuTas has no control over and assump mdbil ty for the 6 Design assumes mil bearing at all supports shown Shim or wedge If necessay. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.The 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 April 20,2017 TPIANTCA In 0151,copies of which will be furnished upon request goes coincide with Joint center lines. 9.Digits Indicate s¢e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) t Symbols NumberingSystem y stem A General Safety Notes PLATE LOCATION AND ORIENTATION 13/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. Damage or Personal I (Drawings not to scale) In ry MilDimensions are in ft-in-sixteenths. •rik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS ..111121111.11111111 2. Truss bracing must be designed by an engineer.For 0'•1fi. 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I ILlipiliA,0212. aCC bracing should be considered. 1.1111App oO3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-e s- I— designer,erection supervisor,property owner and plates 0- 1/1/ from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. t= reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �M• 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: /11 ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M�Teke ANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013