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Plans (279) wit 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.MiTek USAaI Engineer \5'���NG NE60 PR .6> 44, DB :9200P r e• -p A OREGON lV /O 4i' 14, 2° vt 12/06/2017 FRRIL�- EXPIRES: 12-31-2019 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.. Pages or sheets covered by this seal: K3110042 thru K3110075 My license renewal date for the state of Oregon is December 31,2017. �V PROFCS� .Ks oGINEe /0 89200PE ir 1y 4 OREGON s ki /0 9y 14 ZQ ,P-}- M /3R1L-, — E‘2e . ..- 117 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. - . 1111 . MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3376-A SELLWOOD HORN ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K3110042 thru K3110075 My license renewal date for the state of Washington is May 16,2019. RRJLL B.g� CoVWAST 7j' 'Cr ••er .„,," "t1398w� 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. A This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'— 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 DF #155TR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. Design conforms to m ) windfarce—resisting system and componentsand cladding criteria. TC LATERAL SUPPORT <= 12.0C. SON. LOADING Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall CON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-182 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. 5-04 5-04 T T T 12 12 6.00 IIM-4x4 Q 6.00 3 ro 89200PE 9IC 1 7 tt ,AOR `• M-3x4 M 3x4 /4 '•I-" 14 r Z,�� -F-. P ' RR1Lk- ` 2-00 10-08 2-00 L 44>o w 14 ,?. JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - Al Seale: 0.5BDB .4 I , % 0 WARNINGS: GENERAL NOTES, unless otherwise noted: ':,i"y I.Bulldel-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: Al and Warnings before construction commencesbuilding component.Applicability of design parameters and proper 2.2x4 compression web bracing must beinstalled here shown+, Incorporation of component)theresponsibility of the building designer. - 1--.,Tr 3.Additional temporary bracing to insu 1 bility during constructon 2.Design assumes the top and boll chords t � be laterally braced at r 1398 2 o c and at 70 o c respect ty ss braced throughout their length by 1 4t J 7D continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 AO AV is the responsibility of the erector.Additional permanent bracing of 4OrS a DATE: 4/20/2017 the overall structures the responsibility fth building designer. 3.2x Impact bridging or lateral bracing required where shown++ T"� 1sT 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 SEQ.: K3110042 5.Desi trusses are to be tj� '+ fasteners are complete and at no time should any meas greater thanen assumesIviAL- TRANS I D: LINK design loads be applied to any component. and are for"dry contlnion°of use. 5.CompuT s has no control over and assumes no respons bility for the 6.Design assumes full bearing at all spoons shown Shim or wedge if mcessary 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 8.Plates shall be located on both faces of truss,and placed so their center TPIrWTCA 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,Inn./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&13TR; LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-190) 461 6-3=(0) 196 2x6 DF SS T2 SPACED 29.0" O.C. 2-3=(-587) 299 6-5=(-193) 459 BC: 2x9 DF #1&BTR 3-9=( O) 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 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" -179/ 728V -39/ 51H 5.50" 1.16 DF ( 625) NOTE: 2x4 BRACING AT 24"01 UON. FOR 21'- 0.0" -367/ 470V 0/ OH 129.50" 0.75 DF ( 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. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I OVERHANGS: 29.0" 24.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" 9 -2'- 0.0" Allowed = 0.267" MAX TL CREEP DEFL = -0.017" @ 5'- 4.0" Allowed = 0.650" M-1.5x9 or equal at non-structural MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.267" GABLE END TRUSS ON CONTINUOUS BEARING WALL UON.M-1.5x3 MAX TO PANEL LL DEFL = 0.010" @ 8'- 2.8" Allowed = 0.334" OR EQUAL TYPICAL AT STUD VERTICALS.REFER TO STANDARD MAX HORIZ. LL DEFL = 0.004" @ 10'- 7.6" GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. MAX HORIZ. TL DEFL = 0.006" @ 10'- 7.6" Design conforms to mai indforce-resisting system and components and cladding criteria. 10-06 10-06 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, A 5-04 2-06 13-02 Truss designed for wind loads ' '1 1' in the plane of the truss only. 12 12 6.00 S' Q 6.00 . M-4x4+ pp� M-4x6 9 89200PE 9v 11111111111 39145 ill OP ,,OREGON 4,/ Pt+ 88 a, 6 0 1 M-3x4 M-1.5x3 M-3x5 M-3x4+ o EXPIRES: 12/31/2017 M-3x4+ y y y 5-04 15-08 b l ,1 )' 2-00 21-00 2-00 419 VINAS1.14. JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - B2 Scale: 0.2790 ,= .p .„ .`pi'ls WARNINGS: GENERAL NOTES, unless olherw noted. 'iI .•` 6 V1110 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: B2 and W g before construction commences. building component appl:seb:l:ry of design parameters and proper 'y ton of component the res blof the buildingdesigner. 2.2x4 p web bison must binstalled where shown+. incorporation ponen pons) 'ty goer /tf'� 3.Additional temporary bracing to insure during construction 2 Design assumesthetop d b tt h tl 10 be laterallybraced at _ - -�"� 51�98. `� is the responslb l ty of the erector.Addn I permanent bracing o/ T o c end at l0respectively braced throughout their length by confnuoussh sheathing sucha plywood sheathing(TC)and/or drywall(BC) Qn ■ DATE: 4/20/2017 the overall structures the responsibility fth building desgner 3 2,Impact bdg g lateralb grequiredwhere shown++ T^, - f SEQ.: K3110043 4.No load should be applied to any component until after all bracing and 4 Installaton or trusss the responsibility of the respective contractor. A� - ; fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are m be used n a non-corrosive environment, TONAL TRANS ID: LINK design loads be applied to any component. and are or dry full ben of 5.CompuTrus has no control over and assumes no responslbIty for the n6 Designassumes full beadng at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of cora ts. ry smen pthey 7.Design all b es ated ne drainage is provided.n AP11 20,2017 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 TPIPN1CA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate see of plate in inches. 0 MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-Z 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'O 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 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 6=(-173) 1194 3- 8=(-293) 216 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1427) 306 8- 9=( -97) 792 8- 4=(-112) 465 WEBS: 2x4 DF STAND 3- 4=(-1250) 309 9- 6=(-231) 1194 4- 9=(-111) 465 LOADING 4- 5=(-1250) 309 9- 5=(-293) 216 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1427) 306 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) 0) 101 TOTAL LOAD = 42.0 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/ DH 5.50" 1.78 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.040" @ -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 = 0.040" @ 23'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 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. T T T 5-06-04 4-11-12 4-11-12 5-06-04 Wind: 140 mph, h=21.Bft, TCSL=4.2,BCDL=6.0, ASCE 7-10, -r ,r ,r ,r ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 1 .' M-4x6 ' 6.00 in the plane of the truss onl - O c.��'%. ‘AGI NE'�h' s/09 4 89200PE v t. ,::" / M-1.5x3 M-1.5x3 3 7 ,OREGON X41 O zO co &-,].R1 Y �I s r I 1 M-3x4 B 0.25" M-3x9 M-3x4 ''')"67 I M-5x6(5) EXPIRES:_ 12/31/2017 b ), 1 b 7-02-03 6-07-11 7-02-03 y y b )- 2-00 21-00 2-00 L 404 WASS 44,. ,,p,. JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - B3 , •.i js • % 0 4 Scale: 0.2786 ,..1,41i1(4-„, • • WARNINGS: GENERAL NOTES, unless otherwise noted: ) 1 Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and s for an individual Truss: B3 and Warnings before construction commences building component Applicability ofd g parameters and proper e(/ 2.2x4 compression web bracing must be installed here shown+. corporation orcomponent thepo blty of the building designer. - '6(•II 3.Additional temporary bracing to ins tab lity during construction 2.Design assumes the top and bottom chords tobe laterally braced at ' 51398 .cy is the responsibility of the erector.Addition I penmen'bracing of 2'o cand at 10 o c respect' ty I braced throughout their length by /•� �(� DATE: 4/20/2017 the overall structure's the responsibilityfthe building des20 Impact edging ng such l acro plywoodreshowdrywall(BC). V' '+�n �"a� o g goer. 3.co Impact bshe ng or lateral bracing required where shaven and/or d sT S E K3110 0 4 4 4.No load should be applied to any component until after all been and 4 Installation of truss is the responsibility of the respective contractor. (y 4 fasteners are complete and at na time should any loads greater than 5 Design assumes trusses are to be used n a non-corrosive environment :570 NAL-'0" and TRANS ID: LINK design loads be applied to any component. fi Designare for dry condition'. armfuall suppers shown Shim or wedgef 5.CompuTms has no control over and assumes no responsibility for the cee assumes g atpPa - ry. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. April 20,2017 8.This design is furnished subject la the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAV1CA in BM,copies of which will be furnished upon request lines coincide with lent center lines. 9.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber 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 TO: 2x9 DF #1&BTR 21-00-00 GIRDER SUPPORTING 37-06-00 FROM 11-00-00 TO 21-00-00 1- 2=(-12956) 2869 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) 2956 8- 9=)-2489) 12592 2- 9=)-2230) 962 6-12=) -496) 2396 WEBS: 2x9 DF STAND; 3- 4=) -8398) 1910 9-10=(-2060) 10616 9- 3=( -756) 3912 2x6 DF SS A; LOADING 9- 5=( -8398) 1910 10-11=(-2068) 10738 3-10=)-3298) 762 2x6 OF #2 B LL = 25 P5F Ground Snow (Pg) 5- 6=(-10990) 2968 11-12=(-2542) 12836 10- 9=(-1694) 7240 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 6- 7=(-13238) 2939 12- 7=)-2562) 12928 10- 5=(-3490) 776 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 918.8)+DL( 304.8)- 723.5 PLF 0'- 0.0" TO 10'- 0.0" V 5-11=( -774) 3628 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 10'- 0.0" TO 21'- 0.0" V BC UNIF LL( 943.8)+DL( 301.8)= 795.5 PLF 11'- 0.0" TO 21'- 0.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA __,,r ( 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 IF ( 625) nails staggered: REQUIREMENTS OF' IBC 2015 AND IRC 2015 NOT BEING MET. 21'- 0.0" -1830/ 8292V -3150/ 3150H 5.50" 13.19 DF ( 625) \/�/ 9" oin 1 row(s) throughout 2x9 top chords, /AA 6" og in 2 row(s) throw hout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" ocin 1 row(s) throughout 2x9 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 componentsand cladding criteria. T 4-05-07 3-01-03 2-11-07 2-11-073-01-03 4-05-07 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f ,r f I/ / f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Ddr), load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 L/ M-5x8 Q 6.00 in the plane of the truss only. 8.0" ©©/A� 9 To� ti to P!'Lt„/p M-4x6 M-4x6 ,��& G�NE�� s/o M-3x6 M-3x6 -89200r E 9v 2 M-6x16 / \M-6x16 7 4OREGON � <& ,� ( ( - - Ail, so 4 / m � 4, JL. 1 8 9 lD 0.25" a 12 �7 -�al' o M-3x5 M-3x10 M-6x8 M-6x8 M-3x10 M-3x5 Ca =M-1Ox10(S) EXPIRES: 12/31/2017 b 1 y ), l ) ,i- 4-03-11 2-11-07 3-02-15 3-02-15 2-11-07 4-03-11 21-00 iiRtl. ANS> deWry tt, ,e), JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - BGIRDk` � AQ Scale: 0.3042 .4 - 4: . ,-; WARNINGS: GENERAL NOTES, unless otherwise noted' 1.Builder and erection contactor should be advised of all General Notes 1 This design is based only upon the parameters shown and s for an individual Truss: BGIRD and Wg before ronsfrvcson commences building component.Applicability ofd g parameters and proper .--Tr 2.204 p web bracing t be installed where shown I. P tI n of component the of the buildingidesigner. - ) 1 2.Dew assumes the top and bolt chords t 4 be laterally braced at - I 3.Addt Itemporarybracing t re stability during constructor ,0tv 51'}!18 istheresponsblty of the t .Additional permanent bracing of 2,0.. dot iV oc respectively braced throughout their length by (" J1J70 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - Q DATE: 4/20/2017 the overall structure theofthebuldngdesgner 3.2x1 pact bridging or lateral bgrequiredwhereshowns+ ��is R No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective 4ve contractor. ' SEQ. : K3110045 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be usein anomm�osveenvironment, S 110NEAL' CS TRANS ID' LINK desgnloads beapplied toany component. and are for dry conditionof se 5.CompuTrus has no control over and assumes no responsibility for the 6 nDe essary assumes full bear ng at alt supports shown Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,2O 7 6.ThIs design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be famished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. > MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r This design prepared from computer input by PACIFIC LUMBER: Larry M , LUMBER SPECIFICATIONS TRUSS SPAN 37'– 6.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #I&BTR SPACED 29.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. 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 Wind: 140 mph, h=23.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSE' load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 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. 18-09 18-09 T T T 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 VDP M-3x5(S) M-305(S) ,c,... . AGINE, �,F0 ` 89200PE -9r. OREGON h�� M � o1 2 _la —_ _ _ _ __ _ _ vri .. 4 Mo o M-3x5(6) of M-3x4 EXPIRES:. M P/31/2fl17 l ), y 20-00 17-06 aa 1-06 37-06 1Y0 • avcom,9141, JOB NAME : LENNAR 3376—A SELLWOOD AMERICAN — Cl ,fir ¢ `, Scale: 0.2179 ( s At, • WARNINGS: GENERAL NOTES, unless otherwise noted'. -, kavr/ 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upontheparameters shown and is for an individual %.I Truss: 01 and Warnings before construction commencesbuilding component.Applicability oftl g parameters and proper p/ 2.2x4 compression web bracing must benstalled where shown+. sop tion of component'thresponsibility of the building designer. - 3.Adtltanaltemporarybracngto nsurestabltydurng t f n 2.Design umesthe top and bod chords t be laterally braced at �Y 51398 is the responsibility of the erector Additional german t -g 1 T and at 10 o.c.respectively braced throughout their length by4. DATE: 4/20/2017 the overall structure s the recontinuous sheathing such a plywood sheathing(TC)thmg(TC)and/or drywall(80) - spons b IHy of the building designer 3.2x 1 p ct bridg ng or lateral brac ng requ red where shown++ Q �GIST'�B-� SEQ.: K3110046 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respect.coractor ARV,. L � 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, TRANS ID: LINK design loads beapplied toany component . and are for Se tOSan of use 5.CompuTrus has no control over and assumes no responsibility for thenecfi.Desi gn assumes full bearing al all supports shown.shim or wedge if fabrication,handling,shipment components. ry .I pmeectothellimiatiossett ts. 7,Pltisshallbescdedonbotuate hifageiotrussend 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/WICA in ECSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E t0.For basic connector plate design values see 15R-1311,ESR-1989(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&HTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-398) 2427 3-10=(-291) 198 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2796) 554 10-11=(-274) 2023 10- 4=( -20) 512 WEBS: 2x4 DF STAND 3- 4=(-2533) 525 11-12=(-296) 1996 4-11=(-724) 258 LOADING 4- 5=(-1786) 475 12- 8=(-442) 2388 11- 5=(-249) 1188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1787) 469 11- 6=(-724) 259 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-2533) 531 6-12=( -21) 507 TOTAL LOAD = 42.0 PSE 7- 8=(-2796) 562 12- 7=(-290) 199 OVERHANGS: 18.0" 24.0" 8- 9=( 0) 101 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -282/ 1743V -221/ 218H 5.50" 2.79 DF ( 625) 37'- 6.0" -306/ 1806V 0/ OH 5.50" 2.89 DF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.142" @ 18'- 9.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.336" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = 0.040" @ 39'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ 39'- 6.0" Allowed = 0.267" MAX HORTE. 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 f T T Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-07-05 6-00-13 6-00-13 6-00-13 6-00-13 6-07-05 (All Heights), Enclosed, Cat.2, 6xp.5, MWFRS(Dir), f ' f ,I 4' 4' 4' load duration factor=l.6, Truss designed for w' ad��p 12 M-4x6 12 in the plane of t A. 11-11ROA-4.U 6.00 Q 6.00 5 4.0" <(,,,,Y,�Y, s+S' ,�0 M-5x8(5) 'g4411% M-5x8(5) "7 p 3.!N114444,41444444444441.41, .89200 PE 0.25" 0.25" 46 ' Gp +?OREGON+e M-1.5x3M-1.5x3 ' '4/Y4r0.N . + 111,e M M jR ` o p1 - w , p EXPIRES:. 12131/2817 IC 11 12 8 1 M-3x8 M-3x4 0.25" M-3x4 M-3x8 1 M-5x8(S) b y y ' b 9-07-12 9-01-04 9-01-04 9-07-12 b b b 1 RRII B 1-06 37-06 2-00 44).CSv W 414 q,� JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C2 /}�/yyy, '} c� c{ Scale: 0.1679 fi7 /' ':: WARNINGS: GENERAL NOTES, unlessothessise noted: /. d 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: C2 and Wamings before construction commencesbuilding component Applicability of design parameters and proper f�Z� 2.2z4 compression web bracing must be installed where shown+ incorporation of component's the responsibility of the building designer. "- 'y 3.Additional temporary bracing toinsure stability durngconstruction 2.Design ss the top tlbottomchortlstobe roughlobrecetlat . �'r A. 51398 Ori 7is the responsibility of the erector.Additional permanent bracing of continuous at respectively unless sheathing(TC) throughout thendrywall(BC))b • //�� DATE: 4/20/2017 the overall structures the responsibility of the buildingdesigner sheathing h plywood requirede heresho nordrywall(BC). l„F spons y . 3.2xI Impact bridging lateral bracing where shown++ GISisV SEQ. : 4.No load should be applied to any component until after all bracing and 4.1 s llation of trusss the responsibility of the respective contractor. K3110047 fasteners are complete and at no t me should any loads greater than 5 Design assumes trusses are to be used n a non corrosive env ronment `r`'40NAL G and TRANS ID: LINK design loads be applied to any component. a Designare for dry cfu lbea ntbon.of ut all supports shown Ohm or wedge f 5.CompuTrvs has no control over and assumes no responsibility for the cessarysumes 8 a ppoge ry. 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 TPI/WTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 1 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrvs Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(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 #10370 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-452) 2396 3- 9=(-292) 198 BC: 2x4 DF #1013TR 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)r-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 PSP 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 OF ( 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) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "on 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=l.6, T ' ' 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 T T T12 12 [�o rt 6.00 �1,---' M-4x6 Q 6.00 'C �'D PR s 4.0" G��..,- GI NE'z` `�'/Q _.... M-5x8(S) M-5x8(S) 8920OJ"E � 3.1' 7L AI I. r" 0.25" 0.25" _...... vv /4\ M-1.5x3 +F M-1.5x3 p RECON �lU 3 4- ® "' 14,'4 Q'l+-- / , "'len RIO- M o 1 9 o T le.g EXPIRES: 1131f2Q17 1 M-3x8 M-3x4 0.25" M-3x4 M-4x6 1 0 0 M-5x8(5) b y .6 b b 9-07-12 9-01-04 9-01-04 9-04-12 1-06 37-03 44 8, WAs_ 4 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C3 , ,--k !, e ' Scale: 0.1682 e L 4 WARNINGS: GENERAL NOTES, unless otherwise noted 'Si- i , i.Builder and erection contractor should be advised of all General Notes 7 This design is based only upon the parameters shown and s for an individual ' Truss C3 and Warnngs before conduction commences. b'ld'g component.Applicabilityotdesign parameters and proper air 2.2x4 compression web bracing must be' talld here shown+. p tan of components the responsibility of the bolding designer. /�� - 3.Additional temporary bracing tonsu t b ty d g construct on 2.0 'g assumes the top and bottom chords to be laterally braced at *Q 7 (�a Qf is the responsibility of the erector.Additional permanent bracing of 2 and a110 o.c,respectively unless braced throughout their length by e 51398 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) O ,�,..Q DATE: 4/20/2017 the overall structures the responsibility of thebuilding des gner. 3.2x Impact bdtl lateral bracingrequired where shown++ �1S 1�rY P gng or SEQ.: K3110 0 4 8 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibilitybe of the respective contractor. t 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, s 40 AL 1 TRANS ID• LINK design loads be applied to any component and areftlrycolIb muse, 5.CompuTms has no control over and assumes no responsibility for the 6 necessary.esign assumes full bearing at all supports shown Shim or wedge if fabrication,handling,shipment and installation of components. 7 Gangs 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 TPIANTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9 Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 2'— 5.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. Design conforms to m ) windforce—resisting WEBS: 2x4 DF STAND system and componentsand cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=19.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. 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, 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 IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 2-03-12 0-01-12 T T T 12 6.00 M-1.5x3 PP i Q OFe 4.4: 89200PE I" 1 M-3x9 M-1.5x3 -........-... y ,,OREGON 1,0 MSR R I LV. y y ,i- 1-06 1-06 2-05-08 EXPIRE& 121310017 OBRILL If JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN C4 Scale: 0.6814 h+' lit: WARNINGS: GENERAL NOTES, unless otherwise noted `�f 1.Su Ider and erection contractor should be advised of all General Notes 1 This design:s based only upon the parameters shown and Is for an individual l(� Truss: 04 and Warnings before construction commences bolding component Applicability of design parameters and proper 7 2 2x4 compress on web bracing must beinstalledwhereshown+ incorporation of component us theresponsibility of the building designer. �r 3 - Additional temporary bracing to insurestability during construct on 2 Design assumes the top and boll chords 1 be laterally braced at 'i c '�}}//�� 44 is the responsibility of the erector.Additional p nt bracing of 2 o c and at 70 o.c.respectively I braced throughout their length by 31378 DATE: 4/20/2017 the overall structures the res blit of boldo des co"tnucussiging ng stchssacin disheathing(TC)reshow/or drywall(00). 0 pori it o g 9^er. 3 2x Impact bridging or lateral bracing required hereawn co d ��GISTF SEQ. : K3110049 4.No load should beapplied toany component until after all bracing and 4 Installatonoftruss isthe responsibility of the respective contractor SY fasteners are complete and at no true should any loads greater than 5.Desgnassumes trusses are to be used in non-corrosive environment, �'d.4ONAT ' TRANS ID• LINK desgn loads be applied teeny component and are/ dry condition" of use ONAL 5.CampuTrus has no control over and assumes no responsibility for the 6 one eDesigssa assumes full bear ng eau supports shown Shim or wedge if ry. fabrication,handling,shipment and installation of components. 7_Design assumes adequate drainage is provided. April ZO,ZO.I 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 TPIIW1CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plata in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) i 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/Cg=1.00 TC: 2x9 DF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 67 9-10=(-303) 1719 2- 9=( -275) 199 12- 7=(-246) 207 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=) -97) 129 10-11=(-257) 1712 9- 3=(-2125) 409 WEBS: 2x9 DF STAND 3- 9=(-2013) 949 11-12=(-268) 1812 3-10=( 0) 197 LOADING 4- 5=(-1602) 949 12- 8=(-921) 2158 10- 9=( 0) 299 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 = 42.0 POE' 7- 8=(-2556) 554 11- 6=) -701) 255 OVERHANGS: 16.0" 0.0" 6-12=( -31) 477 LL = 25 PSF Ground Snow (Pg) JT 8: Heel to plate corner = 2.00" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -259/ 1630V -220/ 207H 5.50" 2.61 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.0" -211/ 1487V 0/ CH 5.50" 2.38 DF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.006" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.007" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.108" @ 22'- 10.8" Allowed = 1.717" MAX TL CREEP DEFL = -0.254" @ 22'- 10.8" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.049" @ 34'- 9.5" MAX HORIZ. TL DEFL = 0.080" @ 34'- 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,BCDL=6.0, ASCE 7-10, f f '1' (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 T ,( '1 . 1' . End vertical(s) are exposed to wind, 12 12 Truss designed for wind loads M-4x6 in the plane of the truss onl . 6.00 Q 6.00 D p e` 4.0" . {at-0 PRO PS.. M-5x8(S) 5 11114 M-5x8(S) �'�' ``f.`NGIN , L� S'2 . 0.25' 0.25„ 4 $9200PE 9f ,..t• c`. M-3x5' M-1.5x3 'y ,t,OREGON Atu ';?:,) M-1.5x3 41ER R11s\-. 2 / ‘-i'-' I f 9 10 11 12 **0 �p 1�f1r MLS}.._ 12/31/2017 IM-3X8 M-3x9 0.25" M-3x4 M-3x8 0l M-5x8(5) 1 ) ) b ) 7-07-12 9-01-04 9-01-04 9-04-12 l y yj 1-04 35-03 4'Aw JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C5 V k , 'a'. * Scale: 0.1818 iiiep���,.F,.- O WARNINGS: GENERAL NOTES, unless otherwise noted. v f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only up theparameters shown and s for an individual ngs before construction commences. building omponent ApplicabilityaApplicabilityApplicabilityfd g parameters and proper Truss: C5 and Wam .1'r 2.2x4 compression web bracing must be installed where shown+. nmryoralion of component' thpo 'b Iry of the bu Itl ng designer. /�'I 3.Additional temporary bracing to insure during construction ek 2 Design assumes the lop and bottom chords t be laterally braced at "'1 4a 51398 ' is the responsibility of the erector.Additional permanent bracing of 2'o c and at 10.o c.respectively unless braced throughout theirno 11(5 by DATE: 4/20/2017 the overall structure is the res ons hilt of budding dos2ntinu us sheathng such as plywood sheathng(TC)and/or drywall(BC). - % p y g gner. 3.rax Impact bridging or lateral bracing required where shown++ 4'-GIS j.�ik- SEQ. : K3110050 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 ;V °N AL are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environment, .�©TkTA'� �. TRANS ID• LINK deslgnloadsbeapplied toany component. and are for"dry conditionor u. esign5.CompuTrus has no control over and assumes no responsibility br the 6 necessaryssumes full bear ng al all supports shown Shim or wedge it . 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 TPIMRCA in BCSI,copies of which will be fumished upon requestlines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10 For basic connector plate desgn values see ESR-1311,E5R-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.0" ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ) TC: 2x9 DF #1&HTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&HTR 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 PIF 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, MWPRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads n the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Yi-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 16-09 18-06 T T T 10-06-09 6-02-07 6-02-09 12-03-07 T T T T T 12 I IM-4x4 12 6.00 2NN Q 6.00 M-3x5(5) M-3x5(8) AVO PROP cr. 89200PE I<- M �' 6 e EGON. Ix 44C/ M-3x5(S) o EXPIRES: 12f3-f( 1617 1 y 1 16-09 18-05-15 1-04 35-03 11"++-'L 449 O WAS `1 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - C6 00lie,,,,4);-..._Scale: 0.2917 • �. `6 ✓ . WARNINGS: GENERAL NOTES, unless otherwise noted' 7 7.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: C6 and Warnings before s c commences building component.Applicablly of design parameters and proper I 2.2z4 compressionw bb g must be here shown Incorporation of component'the of the budding designer. - 05 - 2 Design assumes the top and bolt chords t be laterally braced at * 3Additional temporary bracing t u d ng construction tandat 10 onrespectively unless braced throughout their length ' 139 e 'yisthe responsbitlyofthe erector Additionalp anent bracing of continuous sheathing such as plywoodsheathing(TC) drywall(BC) 0 A . IS1- -DPTE: 4/20/2017 the overall structure s the responsibility of the budding designer. 3 2zImpact bridging or lateral bracing required where shown a+ � - SE K311 0 0 5 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 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non mrrosve environment design loads be applied to any component. and are for dry condition"of use. S`IRNN A - TRANS I D: LINK Design 5.CompuT us has no control over and assumes no responsibility for the 8 p and boassumest. fabrication,handling,shipment and installaationson components nts. 7,Design assumes adequate drainage is provided. April 20,20 1 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 TPIMl1CA in BCSI,copies of which we be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-06-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 27 2- 8=(-1559) 5011 3- 8=) -271) 876 2x6 DF SS T2 2- 3=(-5226) 1627 8- 9=(-3045) 7748 8- 4=) 0) 336 BC: 2x6 OF SS LOADING 3- 4=(-5812) 1898 9-10=(-2369) 5689 8- 5=)-2165) 1259 WEBS: 2x9 DF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-5648) 1836 5- 9=( -770) 703 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7038) 2423 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"00. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 6.0" V 10- 7=( -381) 247 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 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/ 47H 5.50" 2.83 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 6.0" -686/ 1733V 0/ OH 5.50" 2.77 DF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.454" @ 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 indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=19.9ft, 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 for wind loads 5-11-11 14-06-05 in the plane of the truss only. T T T 3-03-04 2-08-07 43206 3-06-05 6-03-08 4-08-08 ( 0) PROpeo f 3.00 ' NGINE .R (5% M-5x16 `.4 89200PE 9r M-3x10 M-8x20 M-1.5x3 M-1.5x4 5 6 7 -; 3 1011;i111111T2 'c2 2 MIN 1.17A i ft Iti M t 1 P. + ` - - + 411.7 i<k 74. P�`. O Ir RRIL. 8 o M-4x10 M-3x10 0.25" M-6x8 MSHS-9x10(5) y y y EXPIRES;. 12/31/2017 4-11-04 7-08-08 7-10-04 b )' y 1-00 20-06 0 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH1 - j/ ' ',,,,�` Scale: 0.3638 + 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: DH1 and wamngs before construction commences building mponenl Applicability ofd 9 parameters and proper `oP ' 2.2x4 compression web bracing must beinstalled here shown+, incorporation of component the of the building tleagner. /;',,',' - 3.Additional temporary bracing to insure during construction 2.Design tOes o the top and bolt chords tobe laterally braced at ', i 51398- "tJ' is the responsibility of the erector.Atltlil permanent bracing of 2 d at i0.o.c.respectively f braced throughout their length by /� continuous sheathing such a plywood sheathing(TC)and/or drywall(BC). - 4 'c+ M,,,�I.Q2P ,�t� DATE: 4/20/2017 the overall structure is the responsibility of the building' desgner 3.2xImpact brdgng or lateral bracing required where shown++ raS iF+� �`" SD K311 0 0 5 2 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. `AV7.4`` fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non corrosive env ronment, �,OIBT�a L=- design loads be applied to any component. and are for"dr/condition"of use. A TRANS I D: LINK 5.Compur s has no control over and assumes no respons bili y for the 6.Design assumes full bearing at at supports shown.Shim or wedge if mcessary. fabrication,handling,shipment and installation ofcomponents. 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 TPINJFCA in BCSI,copies of which will be furnished upon request. lines coincide wth joint center lines. 9 Digits indicate see of plate in inches. MITek USA,Ino./CornpuTrvs 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 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- 7=(-705) 2279 3- 7-( -80) 176 BC: 2x4 DF #1&BTR 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 PSF 9- 6-( -176) 97 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 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 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 7-11-11 12-06-05 in the plane of the truss only. 1' 4-01-04 3-10-07 5-10-01 6-08-04 T T f T P QEF12 3.00 v ,` NGIN, ,� 6%\ \ M-5x6 rV (�4M 95 12 ('�L /1;': 1 5 CJ�+ P� M-1.5x3 ci 1+ 0. OREGG1N �lU v 2 ,E--.... -21' _ *.;d y�Dp I 0.25" 9 ' RRI1-� M-3x10 M-5x8(S) -- --- y y y EXPIRES; 12/31/2017 7-03-04 6-06-08 6-08-04 y ,1 ..1- 1-00 20-06 4$ w.AS , JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH2 ali: d/� 1,5 _ �. , Scale: 0.3638 //j no fl d - , v. "WARNINGS: GENERAL NOTES, unless otherwisenoted 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual Truss: DH2 and Warnings before construction commences building mponent Applicability fdesign parameters and proper l 2.2x4 compression webbracng must beinstalled h shown+. incorporation (components theresponsibility of the building designer. ;r - ' 2'Dg u thetop d hob chords! be laterally braced et 3.Additional temporary bracing to insureduring conslructon T ..and at 10. respectively s braced throughout thsrlength by the responsibility of the erectorAdditional permanent bracing of } �� At continuous sheathing h plywood sheathing(TC)and/or drywall(50) DATE: 4/20/2017 the overall structures the responsibility of the budding designer 3.2x1 pctbridg p lateral bracing required where shown++ QA `'crsT - SEQ. : K3110053 4.No load should be applied to any component until after a5,.cngand 4 Installation oftrussisthe responsibility ofthe respactwecontractor. 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, YON LV, � TRANS ID: LINK design loads be applied to any component. and are for"dry conditionof use. Design S.Compvlrus has no control over and assumes no responsibility far the 6nne esssa assumes 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. A p r i 120,20 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. + MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 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- 8=(-816) 2279 3- 8=) -80) 176 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-2404) 761 8- 9=(-729) 2255 8- 9=) 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 PSF 9- 6=)-2187) 680 6-10=(-2352) 749 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 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" -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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I ** 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 = 0.167" @ 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 indforce-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, End vertical(s) are exposed to wind, 9-11-11 10-06-05 Truss designed for wind loads ,f ,r in the plane of the truss only. 4-01-04 3-03-12 2-06-11 3-10-01 6-08-04 4 4 4 4 T '1 - rG ,t© PRart 8-00 Hca taGINE, #9 -"b- 3.00 v 12 2k,. $ 200PE 9f M-5x6 s - 4 M-4x12 M-1.5x3 M-1.sx3 �� + -11 ��. p OREGON �. 41 3 A. 'r® 4-Y 14,7-C/N: -�-; YE 2 M 1 • 8 9 ** 10 _ __. o M-3x5 0'25 M-1.5x3 M-3x10 M-5x8(5) EXPIRES; 12f31f2017 J, 1, 1, ,1 7-03-04 6-06-08 6-08-04 . )' ,I. 1-00 20-06 10111,' t 4 - $ WAS ` - JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH3 �r- p� IS Scale: 0.3013 .4 Q WARNINGS: GENERAL NOTES, unless otherwise noted. ���"AA � / 1.Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and s for an individual h Truss: DH3 and Warnings before construction commencesbuilding component Appi oab'I'ty f tl 'g p rameters and proper al,r 2.2x4 compression web bracing must be Installed where shown+ cop ret on of component N po b l ty of the bolding tlesigner. ' `r f 3.Addit onal temporary bracing to insurestability during construction 2.D 'g ss thetop and bottomchords to be throughouty braced at a ^8 �4#! is the responsibility of the erector.Additional permanent baring of 2 andsheathingat 10 .c. ped' ly unless braced their length by �t .(yip y continuoush th g h s plywood sheathing(TC)andlor drywalt(BC) `�GM1yn,.,'.Q' DATE: 4/20/2017 the overall structures the responsibility of the bid gdesgner. 3 2xImpact bridging lateral bracing required where shown++ 1t.sT1l.+•- SE K3110054 4.No load should be applied to any component until after all bracing and 4.Installation oftruss is the responsbllsy of the respective contactor. 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive env ronment -,O7sTA D TRANS ID: LINK design loads be applied to any component. d or dry conditionof use. lY t1L 5.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge f necessary. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. April 20,20 17 17 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-7311,ESR-1988(Mirk) , This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 7=(-615) 2246 7- 3=( 0) 179 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2370) 492 7- 8=(-619) 2240 3- 8=( -728) 236 WEBS: 2x4 DF STAND 3- 4=(-1625) 324 8- 9=(-356) 1043 8- 9=( 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 POE' 5- 6=( -45) 54 5- 9=(-1236) 388 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 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -102/ 854V 0/ OH 5.50" 1.37 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I ** 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 = -0.102" @ 6'- 2.6" Allowed = 0.979" MAX TL CREEP DEFL = -0.239" @ 6'- 2.6" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.026" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.043" @ 20'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.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 6-03 5-08-11 3-10-01 4-08-04 3.00 v M-4x6 T T T12 �C �� C �A` M-3x5 M-1.5x3 ,.`jQp_(] N(��^ CAV' 9_ 5 6 8:a 200PE 17:f IN 0 M-3x4 3 GO lc or OM I EC , OREGON Ae. NIA 7 e 0 +* 9 4f 1 R:I l 0.25" M-3x5 M-1.5x3 M-3x5 M-5x8(S) EXPIRES: 12/31/2Q17 b ), b l 6-01-04 5-02 9-02-12 1 ,i' b 1-00 20-06 4� A , JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH4 q"mss,: �;, 0� �"is Scale: 0.3263 t$c F.. �� - WARNINGS: GENERAL NOTES, unless otherwise noted: -f 1.Balder and erection contractor should be advised of all General Notes i.This design is based only upon the parameters shown ands for an individual r Truss: DH4 and Warnings before construct on commences. building component.Applcab l t f design parameters and proper q 2.2x4 compression web bracing must be installed where shown*. incorporation of component'Nresponsibility' of the building designer. 'i - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and Cottchords t be laterally braced at - - rQ*/), 51398. 44t is the responsibility or the erector.Additional permanent bracing of S dot 10hin res pecI ly braced throughout they length by A l3 DATE: 4/20/2017 the overall structure Is the reb f the building desi continuous sheathing such l b plywood sheathing(TC)heresand/or dyywall(BC). Q /rr �..�;Q+ spans itY o g goer. 3 Df Impact bridging or lateral bracing required where shown*v Vf S��i t' 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 SEQ. : K3110 0 5 5 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, ~4ONAL� TRANS ID: LINK design leads be appued tO any component, and are for do hill ben of use 5.CompuTrus has no control over and assumes no responsibility for then6.Dees assumes full bearing at all supports shown.Shim or wedge if ry. r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. Aprl 120,LO.I 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 TPIIWTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate see of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mick) • 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- 8=(-693) 2246 8- 3=( 0) 179 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=1-2370) 579 8- 9=(-697) 2290 3- 9=( -728) 215 WEBS: 2x4 DF STAND 3- 4=1-1625) 429 9-10=(-444) 1093 9- 4=( 0) 180 LOADING 4- 5-( 0) 0 9- 6=( -59) 577 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1539) 435 6-10=1-1236) 492 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -45) 54 10- 7=( -122) 65 TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 29"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 lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.1 ** 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 = -0.102" @ 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. IL 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=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 6-06-05 load duration factor=1.6, End vertical(s) are exposed to wind, f 1' ' 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 . . T T T 12-00 ' - D I�.RQ�.L�n.- 1' f 3.00 12 v M-9x6 5 f.iCa �G;NIS„ GGV /0 , M-3x5 M-1.5x3 -Q 89200PE f 4 6 7 M-3x9 Cro , 7OREGON e tU 0 z r- M&-FIRIIA-Q' o8 9 * 10 -__ -- o M-3x5 M-1.5x3 0.25 M-3x5 M-5x8(S) EXPIRES:. 121.3112017 b 1 b .)- 6-01-04 6-01-04 5-02 9-02-12 > ), l 1-00 20-06 - ltRUZZ a � 44> �INAs]�r,.q`i JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH5 N' is } Scale: 0.3013 „ ,� ; WARNINGS: GENERAL NOTES, unless otherwise noted: ` j -. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual l Truss: DH5 and Warnings before construction commences building component.Applicability of design parameters and proper `7 2.204 compression web bracing must be nsta lied where shown+ incorporation of component the ' of the building designer. 3.Additional temporary bracngtoinsure stability durngconstruction 2.Design at:00.umes etopantlb bottom chords bdthroobe ralybracetlent fir! ,,� 51398 '` is the responsibility of the erector.Additional permanent bracing of T ..and at 10 0.0.respectively braced throughout their length by continuous sheathing such a plywood sheathing(TC)and/or drywall(011 0 DATE: 4/20/2017 the overall structures the responsibility of the buldng designer. 3.2x1 pact bridging or lateral bating required where shown++ G�S ( 4.Na load should be applied to any component until after all bracing and 4Installation of truss Is the responsibility of the respective contractor. S 1 SEQ. : K3110056 5.Desi trusses aretobeusedInanonoorrosweenvronment. `'x41VAL listeners are complete end at no time should any loads greater then Design assumes _ ndition"of use TRANS ID: LINK design loads be applied to any component. 6 and for medry full bearingatall supportshown.Shim vi wedgef 5.CompuTrus has no control over and assumes no responsibility for the Design somas i -- - ry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,2O 1 7 6 This desgn 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/WTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF Sl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 27 2- 8=(-693) 2246 8- 3=( 0) 179 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2370) 579 8- 9=(-697) 2290 3- 9=( -728) 215 WEBS: 2x4 DF STAND 3- 9=)-1625) 929 9-10=(-949) 1093 9- 4=) 0) 180 LOADING 9- 5=) 0) 0 9- 6=( -59) 577 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1539) 435 6-10=(-1236) 992 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -45) 54 10- 7=( -122) 65 TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 IAC 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ] M-1.5x4 or equal at n -structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon)n VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 6'- 2.6" Allowed = 0.979" MAX TL CREEP DEFL = -0.239" @ 6'- 2.6" Allowed - 1.306" MAX HORIZ. LL DEFL = 0.026" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.093" @ 20'- 2.5" Design conforms to m ) windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, 15-11-11 4-06-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 4' ,r load duration factor=l.6, End vertical(s) are exposed to wind, 6-03 5-02 2-06-11 1-10-01 4-08-04 Truss designed for wind loads / 4' 4' ' ' f in the plane of the truss only. T 12-00 T SIV O PROF,s M-4x6+ 12 3.00 - M-3x5 M-1.5x3 ,.eJ�Ca� f GINE 5/ M-4x6 5 Wm �� • L(j V 8920OPE �f 0 4 I M-3x4 0 OREGON 4/ <e) qY 14,, '+ o 1 J10 MFR R 11,x-R)''' o M-3x5 M-1.5x3 0'25' M-3x5 M-5x8(S) EXPIRE& 12/31/2017 b l b l 6-01-04 5-02 9-02-12 y b I. 1-00 20-06 -- - JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - DH6 H /0 Scale: 0.3013 � WARNINGS: GENERAL NOTES, unless!hnoted: Oji`' 91�• ` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for individual - Truss: DH6 and Warnings before construction commences. - building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, rp t'n&components the responsibility of the bolding designer. �� 3.AddtonaltempoarybracngtonsurestablMdurngconstruction 2.Design umesthe top and bodomchords tobelateallybraced at �.fi 513�.9�p W is the responsibility of the erector.Additional permanent bracing a/ 2' ..and t10 o.c respectively unless braced throughout their length by DATE: 4/20/2017 the overall structure is the responsibilityfthe buildn des continuousImpact stchasacingodar wherrhh and/or drywall(B0). Q G r e o g goer. 3 2x I pad bldg ng or lateral bracing required where shown++ 1$yyY 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. SEQ. : K3110057 c. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are 10 be used n a non-corrosive environment, ONAL-- TRANS ID: LINK design loads be applied to any component and are for dry one ten of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown Shim or wedge i/ fabrication,handling, sn ary. edipmeec and components. 7.Flares assumes caadequate oth face io trusised. 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,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompUTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1, , • This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 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 29.0" O.C. 2- 3=(-2370) 660 8- 9=(-758) 2290 3- 9=( -728) 189 WEBS: 2x4 DF STAND 3- 4=(-1625) 598 9-10=(-612) 1093 9- 4=( 0) 180 LOADING 4- 5=(-1539) 548 9- 5=( 0) 577 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 4- 6=( 0) 0 5-10=(-1236) 689 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -95) 54 10- 7=) -122) 79 TOTAL LOAD = 92.0 PSF NOTE: 254 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -231/ 988V -36/ 110H 5.50" 1.58 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 6.0" -237/ 854V 0/ OH 5.50" 1.37 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 "cc spacing. I M-1.554 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ++ For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.102" @ 6'- 2.6" Allowed = 0.979" MAX TL CREEP DEFL = -0.239" @ 6'- 2.6" Allowed = 1.306" MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.043" @ 20'- 2.5" Design conforms to mai n windforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-11-11 2-06-05 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 1' '' load duration factor=l.6, 6-03 5-02 4-04-12 2-01-15 2-06-05 End vertical(5) are exposed to wind, f f . 4' 4' . Truss designed for wind loads in the plane of the truss only. 12-00 T 1' 0 PROS 3.00 o M 3xs 6 �� GINE, /�, M-4x6 pA /�pC 4 e M-1.5x3 .89200[-E 9r M-3x4 4,cii OREGON�� �lV� 41, 1'4 2� -4: RP- 2", 1 � , ' MSR R I _ 8 9 .+ 10 M-3x5 M-1.5x3 0.25" M-3x5 M-5x8(5) EXPIRE& 12/3112017 b ,0 b 1 6-01-04 5-02 9-02-12 y ) 1 1-00 'OtititrIZ- JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN DH7 Scale: 0.3013 /' � '=-.,,itfitk : AQ WARNINGS: GENERAL NOTES, unless otherwise noted 1. 4i0W/ -_ 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 ! Warnings before construction commences. building component.Applicability of design parameters and proper -` Truss: DH7 and Warnings 2.2x4 compression web bracing must beinstalled here shown+, - incorporation of component theresponsibility of the building designer. 2.Design assumes the top and boll chords to be laterally braced at - 3.Additional temporary bracing 10 insure stability during censtrution 7 d at 10 o.c.respet' ly braced throughout their length by Yp/� 31398 is the responsibility of the erector.Additional permanent bracing of g ous sheathing such a plywood sheathing(TC)and/or drywall(BC) (2.d . GIST v.Q DATE: 4/20/2017 the overall structures the responsibility of the building designer 3.2x1 pad bridging or lateral bracing required where shown++ *�� GIS;J@t-, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the respons b lC of the respective contractor. 'CT t SEQ. : K3110 0 5 8resleners are complete and at no time should any loads greater than s Design assumes trusses are to be usein a non corrosive environment, S 4ONAL' a C1 TRANS ID' LINK design loads beapplied toany componern. and are for dry conditionefuae. s.compuTrus has no control over and assumes no responsblity for 6.Design assumes full bearing at all supports shown.Shim or wedge if r� fabrication,handling,shipment and installation ofcomponents. T.Desigmcesn assumes adequate drainage is provided. April ZO,ZO,1 17 6.This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTms Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF ##1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-5=(-24) 28 3-5=(-128) 107 BC: 2x4 DF #IbBTR SPACED 24.0" O.C. 2-3=(-66) 36 WEBS: 2x4 DF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 22.3" 0.0" 0'- 0.0" -102/ 455V -13/ 53H 3.50" 0.73 DF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -20/ 168V 0/ OH 5.50" 0.27 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.039" @ -1'- 10.3" Allowed = 0.297" 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 1' 4' MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 4.00 l'- Design 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 forwind loads 3 in the plane of the truss only. o ff, '� ���j �GIN � q aMIIIIIIMPAI o /- Ft *+ 5 `c• �9 89200PE f 1 M-3x4 M-1.5x3 Cr 7 4,OREGON c D 4/ '14 R 14, 29N P4_ 3-08-04 0-03-12 - ------ l b b t 1-10-04 4-00 EXPIRES;_ 12/3112017 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - El v �,r!,".„ NO Scale: 0.6506 �t �t1 p4 WARNINGS: GENERAL NOTES, unless otherwise noted: `' • 1.Binder and erection contractor should be advised of all General Notes 1.This 0 gn is based only upon the parameters shown and s for an indvdual 4 Truss: El and Warnings before construction commences building mponent Applicability of design parameters and proper � 2.2x4 compression web bracing must be installed here shown+ incorporation of component the of the building designer. - ` '; 3.Atldtional temporary bracing to insure during construction 2.D Ig assumes the top and butt chords to be laterally braced at �5139 is the responslb Irty of the erector.Additional permanent bracing of continuous ate o n.rsuch ly braced throughout theirdrywall( h).by //�� ley DATE: 4/20/2017 the overall structure Is the responsibility f the budding dessheathing such asplywood ul sheathing(TC)here a ownand/er tlrywell(BC) l,an �.v pons y o g goer. 3.rax Impact ct bdtlging or lateral bracing g q l tl where shown++ VlSISTE3- 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility f therespective contractor. SEQ. : K3110060 5.Design trusses are in sir fasteners are complete and at no time should any loads greater Nen are assumes x©NAL design loads be applied to any component. and are for'tlry condition"of use TRANS ID: LINK 5.CompuT shee no control over and assumes no responsibility for the 6nDeecsl ,y. esseassumes 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. Apnl 20,2O 1 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 TPIANFCA in 13151,copies of which will be furnished upon request. lines coincide with Joint center hoes. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 11.For basic connector plate design values see ESR-1311,ESR-1080(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 66 2-5=(-29) 28 3-5=(-128) 107 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 36 WEBS: 2x4 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" -102/ 955V -13/ 53H 3.50" 0.73 OF ( 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/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.029" @ -1'- 10.3" Allowed = 0.185" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039" @ -1'- 10.3" Allowed = 0.297" MAX TC PANEL LL DEFL = 0.015" @ l'- 7.3" Allowed = 0.192" MAX TC PANEL TL DEFL = 0.016" @ 1'- 7.3" Allowed = 0.288" 3-08-04 0-03-12 4' 4' 4' MAX HORIZ. LL DEFL = 0.000" @ 3'- 6.2" 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.3, MWFRS(Dir), load duration factor=l.6, M-1.5x3 End vertical(s) are exposed to wind, 4 �. Truss designed forwind loads 3 in the plane of the truss only. ....mIIIIIIIIIIIIIIIagi )0o � 0 ©� PQFFs. , Jrgaillid Pm-4 ** 5 4 89200PE 44, 9t 1 M-3x4 M-1.5x3 tr ,,OREGON oto `; �I-Y14,` � ass " 3-08-04 0-03-12 )' b )' 1-10-04 4-00 EXPIRES: 12/3112017 , I 4 WAS ' If JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - E2irs, fir'_, ... 14 Scale: 0.6506 „ 4,,, WARNINGS: GENERAL NOTES, unless otherwise noted. • 1.Builder and erection contractor should he advised of all General Notes I.This design is based only upon the parameters shown and Is for an individual / Truss: Era building t Applicability f ters and and Warnings before construction c o ph design parameters proper 2.2x4 compression web bracing must binstalled where shown+ 2 rr p Ca f po t I the of the building tlesigner. / -- 3.Additionalitem bracing to insustability d g construction Designthe top and bottom chords t be laterally braced at _ 1r(,� 1398 temporaryT .. d t10' ..respectively braced throughout their length by .ryy s'� is the respons blity of the erector.Additional permanent bracing of continuous eh Ihg ha plywoodsh thing(TC)and/ordrywall(BC) Q • GIS,rt.Q$9 -(J DATE: 4/20/2017 the overall structures the responsibility of the building designer 3 rax Impact b Eg g lateral bracing required where shown++ sit Fp s- ,[TC` SEQ.: K3110061 4.No load should be applied to any coeponen:unhi aCer all bnaclng and 4.Inslallalwnof truss sthe responsbldyof the respective contractor. fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used Ina non mrroave environment, sya�ONAI+� TRANS ID• LINK design loads beapplied toany componert and are for dry conditionoruae. 5.CompuTrus has no control over and assumes no responsibility for the a nDecessa assumesemon full bear ng 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,LO 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 TPINJTCA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 66 2-5=(-35) 48 3-5=(-176) 136 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 61 WEBS: 2x4 IF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT AN 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. 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 TL CREEP DEFL = -0.039" @ -1'- 10.3" Allowed = 0.297" MAX TC PANEL LL DEFL = 0.059" @ 2'- 10.8" Allowed = 0.297" MAX TC PANEL TL DEFL = -0.073" @ 2'- 8.6" Allowed = 0.496" 5-02-04 0-03-12 '1 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -/ load duration factor=1.6, 3 End Vertical(s) are exposed to wind, Truss designed forwind loads i in the plane of the truss only. 0 -iiiiidgill , ����� NGi NEED �%p 2 _� f■! $9200PE 0 1 M-3x4 M-1.5x3 0 4t- 7 -OREGON 4,/ y y y SRR 1 Lx-,,,,v..5-02-04 0-03-12 - _- J' 1-10-04 y 5-06 y EXPIRES: 12/31/2017 Nt viAs " JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - E3 '71', 03 Scale: 0.6227 ,..--44.!'" WARNINGS: GENERAL NOTES, unless otherwise noted. ia. / I.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an Individual ^`7 Truss: E3 and Wamings before construction commences building component.Applicab:l:ty of des gn parameters and proper `T 2.2z4 compression web bracing must b t II tl where shown+. of components the responsibility o/the building designer. I r(' - 3.Atld tlonal temporary bracing to insure during construction 2.Design assumes the top and boll chords to be laterally braced at - .e•� 51398 4 is the responsibility of the erector.Additional permanent bracing of 70. d at 10 o c respectively braced throughout their length by ,�('� DATE: 4/20/2017 the overall structure sthe responsibilityf[h b Idrn deiImpact con1 ssheathingsuchasplyw plywood thing(TC)andlortlrywall(BC). 9 �GISTE � 9 gner. 3 at p ct bridging feral bracing required where shown++ 3 to Y` SEQ. : K3110062 4.No load should he applied to any component unt l after all bracing and 4 Installation f truss is the responsibility f th rerspective contractors fasteners are complete and at no time should any loads greater than 5 Deign assumes1 an re to be used in non-corrosive envron ee, S`"(N,AL �� TRANS ID: LINK design loads be applied to any component. and are for dry Gond on'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 nDe ery. ssa umes full bearing at all supports shown Elim or wedge if r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,20,t 1 e 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 TPIAN-CA in BCSI,copies of which will be furnished upon requestlines coincide wtth Joint center lines. 9.Diggs indicate size of plate in inches. A MiTek USA,Inc./CompuTrus 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: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 5'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 66 2-5=(-35) 48 3-5=(-176) 136 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-75) 61 WEBS: 2x4 DF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT G= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOBE 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 OF ( 625) M-1.5x9 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. so 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" / 5-02-09 0-/03-/12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 2.2" 4.00 L Design conforms to main windforce-resisting system and componentsand 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.B, MWFRS(Dir), 4 -/ load duration factor-1.6, 3 End vertical(s) are exposed to wind, Truss designed far wind loads it 11111111111 in the plane of the truss only. I _...•11111111111111111111111eL N '' ''' IN P. �peS 2 -N`P' , NGI N EFR Sj0 _� �5920QPE 9r 1 M-3x4 M-1.5x3 OREGON �kf ":;S. /}` 14 r �' 4 l 1 ,l /11 ‘ &-r-.R;1 0--6P 5-02-09 0-03-12 -_- y 1-10-04 y 5-06 y EXPIRES; 12/31/2017 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - E4 . � c c fr'� �'® ao � Scale: 0.6227 11 ` �'✓ .,- Scale: WARNINGS: GENERAL NOTES, unless otherwise noted: , i.Builder and erection contractor should be adv sed of all General Notes 1.This design is based only upon the parameters shown and is for an individual - Truss: E4 a d Warningsbefore construdon commences building component.Applicability of design parameters and proper ,+r 2.2x4 p b bracing t be installed where shown+. incorporation on of component is the responSb Ilty of the building designer. 3.Addt Itemporary b g t re stability Curing construction 2 Design assumes the top and bottom chords to be laterally braced at WI 5��^�. 1(t' is the f the 1 Adtlillonal permanent bracing of T o c and at 10 o c respectively unless braced throughout their length by /� l9 continuous sheathing such as plywood sheathng(TC)and/or tlrywall(BC). c,+shj� ^s�+�p p DATE: 4/20/2017 theII structure is the responsibilty of the buidtng desgner. 3.23 Impact bridging or lateral bracing required where shown++ V1411Fa 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the respons bitty of the respective contractor. 4 SEQ. : K3110063 fasteners are complete and al no time should any loads greater than 5 Desgnassumes trusses are tobeused inanoncorosveenvironment, �TONAL Cs TRANS ID: LINK design loads be applied to any component. and are for dry conditionorrae. 5.Compuhus 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. scary. .o sign assumes adequate drainage is provided. April 2O,2017 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIANTCA 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(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: 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: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-24) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 297V 0/ 230 5.50" 0.48 DF ( 625) 1'- 10.9" -104/ 77V 0/ OH 1.50" 0.12 OF ( 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:2,3,4 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. I BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 ,/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.067" MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.100" 12 MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.223" 3.00 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 ( p fJ 2 , i �IU ! LF �s.0 i 4 0 N GENE lQ9.... _ _ o X X 89200,PE f M-3x4 , OREGON It 1:0AiY 14 2.0 -4. M -PRIV- * 1 1 1-00 6-00 EXPIRE& 1 2/31 001 7 a�a L imAs `1f), JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J1 ,fit j �� o Scale: 0.7418 ,/ L"" • WARNINGS: GENERAL NOTES, unless otherwise noted: /% 141.'7 _-; I.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an individual i, Truss: J1 and Warnings before construction commencesbuilding component.Applicability fd g � parameters and proper cT r 2.2x4 compression web bracing must binstalled here shown 4 incorporation of component'th po ib lity of the building designer. - , ,, 3.Add tonal temporary braengtoinsu tab Ityd g t t 2.Desgnassumesthetopandb bottom chords tobe laterally braced at .c1' 51398- x.p is the responsibility of the erector.Additional permanent bracing f T o c and at 10 o c respectively braced ICroughout the r length by continuous sheathing such as plywood sheathing(TC)and/or drywall(01) �n DATE: 4/20/2017 the oveallstructure s the responsibility of the building d g 3.2Impact brdgngorlateral b g q dwhereshown+a -�GISTf _ 4.No load should be applied to any component until after all bracing and 4.Installation of truss s the responsibility f the respective contractor. �%A -it( SEQ. : K3110064 fasteners are complete and atno time should any loads greater than 5 Desgnassumes trusses are tobeused nanon-corrosive envronment 4ONAL'- tlesignloadsbeappliedtoanycomponent. and are for"dry condition"of use. L�IA TRAN S I D: L INK 5.CompuT s has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if mcessary fabrication,handling,shipment and installation of components pmen prthey 7 Design sshallbassumes adequate ofaeso ruser 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 TPIMIICA 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 ERR-1311,ESR-1966(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 #1bBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-4=(0) 0 BC: 2x4 DF #1bBTR 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/ 346V 0/ 39H 5.50" 0.55 of ( 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" 1.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Sts:2,3,4' REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" f T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" i MAX TC PANEL LL DEFL = 0.007" @ 2'- 0.7" Allowed = 0.190" 12 MAX BC PANEL TL DEFL = -0.041" @ 3'- 1.4" Allowed = 0.297" 3.00 v MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORR. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads s in the plane of the truss only. I � � PR ©FS• S rem 1 $9200PE 1 M-3x9 13' Cr OREGON 4/ #O Iy 74,20� P}. MFRRI�L� l ), y 1-00 6-00 EXPIRES: 12/31/2017 4 AS i- JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J2 #44.,/` rD•- Scale: 0.6918 -4 /!40:4 'a•-•• Q WARNINGS: GENERAL NOTES, unless otherwise noted: Cs 1.Balder 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: J2 and Warnings before censtmclon commences building component.Applicability of design parameters and proper / 2.2 4 p web bracing must be installed where shown+. incorporationf component s the responsibility of the building designer. 'Vii f 3.Add't l temporary bracing to insure stably during construction 2.Design ss thet p and bosom chords to be laterally braced at -f'1 51395 k+ is Me responsibility of the erector.Additional permanent bracing of T .c.and at 10 ..respectively unless braced throughout their length by 14 Ai 70,.('� t us sheathing h s plywood sheathing(TC)andlor drywall(131) - 4aa' � �+.s.��U^'r DATE: 9/20/2017 the overall structures the responsibility of the building designer. 3.aImpact bdg g lateral bracing required where shown+a jai jell f�v 4.No load should be applied to any component until after all bracing and 4Installation dimes the of the respective contractor. S - O SEQ. : K3110065s Design trusses are to be used inanoncenosveenvronment �4ONAL fasteners are complete and al no time should any loatls greater than assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrus has no control over end assumes no responsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge if necessary r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided April 20,201 7 truss,This design is famished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center TM/VI/ICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In inches. MiTek USA,Ino./CampuTrus Software 7.6.8(10-E 10.For basic connector plate design values see ESR-1311,E5R-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: 204 DF #1&BTR LOAD DURATION INCREASE = 1.15 2-3=( 0) 27 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+IL) 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 403V 0/ 5591 5.50" 0.64 DF ( 625) 5'- 9.2" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 161V 0/ OH 1.50" 0.26 OF ( 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX TC PANEL LL DEFL = 0.054" @ 3'- 7.2" Allowed = 0.327" 1' .' MAX TC PANEL TL DEFL = -0.096" @ 3'- 4.7" Allowed = 0.491" 12 MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 3.00 v MAX HORIZ. TL DEFL = -0.000" @ 5'- 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=1.6, Truss designed for wind loads -/ in the plane of the truss only. A Q 89200PE 9<' M O /- - O M-3x4 OREGON 4 '1t9 1l}' 14,2�� PP. # 1-00 6-00 EXPIRES; 12/31/2017 44 %.04- JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J3 Scale: 0.6918 tAi 0 WARNINGS: GENERAL NOTES, unless otherwise noted. wiii.:C. . / 1.Builder and erection contractor should be advised Oen General Notes 1.This design Is based only upon the parameters shown and is for an individual I .. Truss: J3 and Wg before construction commences building mp t Applicability f d 9 parameters and proper - 2.2x4 p web bracing must be installed where shown+. p t t po t the of the building designer. - 4', - 3.Additional temporary bracing toInsure stability during construction 2.Design assumesthetop d bottomchords tobe laterally braced at so $1398- ` ` tithe responsibility f thet At onal permanent bracing of T .c. d 110 respectively unless braced throughout their length by DATE: 4/20/2017 the overall structure 1h responsibility /the buildingdes her continuous sheathing x as plywood sheath ng(TC)and/or drywall(BC). 11., 4,51398_4,Tp sP y o 8 3 2x Impact bridging lateral bracing required where shown a ' -�G�S 3{a 4.No load should be applied to any component until after all bracing and 4 Installation of truss s the responsibility f the respective contractor. SEQ. : K3110066 s Design trusses are to be used in anoncorroaveenvronment, S`'I()NAL' G Fasteners are complete and at no time should any loads greater than g^assumes TRANS ID• LINK design loads be applied to any componentand arefor dryon of use. 5.CompuTrus has no control over and assumes no responsibility for the 6. full b Design assumes full bearing at all supports shown Shim or wedge if nece fabrication,handling,shipment and installation of components. 7.Design de to drain Is provided 6.This des/ furnishedtothelimitationssetforthb 9nasslela duo drainageprus/ April 20,2017 design issubject e.Pies c inci be located on both faces of truss,and placed so their center TPIANtiCA in BCSI,copies of which will be Nmishetl upon request lines coincide nob joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1986(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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 51 3-4=(-34) 14 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"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" -14/ OV 0/ OH 1.50" 0.00 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.032" @ 2'- 9.4" Allowed = 0.329" MAX TC PANEL TL DEFL - -0.054" @ 2'- 11.9" Allowed = 0.494" MAX HORIZ. LL DEFL = -0.000" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 7'- 10.9" 12 3.00 v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, -/ Truss designed for wind loads in the plane of the truss only. 1'•1 ��gEa P1113 1� 4�GI N �R 0,9 8920OPE r" i -.1111iiiiiiMiiiME OREGON �� M-3x9 4, Nb-c- +5+. 44 /4 'q `14,`4° 4 .1 - -4 1, y EXPIRES:, 1 2131/2131 7 1-00 6-00 1-11-11 OVARILt.4i 44 otINAS441, , JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J4 � ?• 3. •Scale: 0.6021 Ai� ti"�- s 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: J4building component.Applicability of design meters and and Warnings before construction commences g ompof pp h esi para proper �/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responslb lity of the building designer. -' �/ 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ �� 13^Q is the responsibility of the erector.Additional permanent bracing of 2 d at 10 o c respectively unless braced throughout their length by X98 continuous sheathing such as plywood sheafhing(TC)and/or drywall(BC) © S'raj' ? DATE: 9/20/2017 the overall structure is the responsibility of the building designer. 3.2xImpact brdgng or lateral bracing required where shown++ FGIS�Fa*' SEQ.: K3110067 4.No load should be applied to any uurnpnnentuntil after all bnacing end 4Installation oftruss:sthe responsibility ofthe respective contractor. As - �G fasteners are complete and at no see should any loads greater than 5.Design assumes trusses are to be used-n a noncorrosive environment. -'O14 J S _ TRANS ID• LINK design loads be applied to any component. antl are for dry conditionmuse 6 Design 5.CompuTrus has no control over and assumes no responsibility for Ne .necessary assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. 7 Design assumes adequate drainage is provided April 20,20.1 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 TPIAN(CA in BC51,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-5=(0) 0 BC: 2x9 DF #1&13TR SPACED 29.0" O.C. 2-3=(-77) 52 3-4=(-91) 18 TC LATERAL SUPPORT <= 12"00. 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) -59/ 379V 0/ 87H 5.50" 0.60 IF ( 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. 'PROVIDE FULL BEARING.] 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 29 "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 = -0.023" @ 2'- 11.9" Allowed = 0.329" MAX BC PANEL TL DEFL = -0.051" @ 3'- 1.9" Allowed = 0.297" MAX HORIZ. LL DEFL = -0.001" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 9'- 11.2" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3.00 v load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 11 Q $92GQPE I- 0 N 1 OREGON 4� of _� =�lMillMillillillill e 4), 14,jo, Pi. M-3x4 -'viZliRiv EXPIRES: 12/31/2017 b b b 1 1-00 6-00 4-00 Os-"` 4 m JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J5 :rth; f;- 3 ib Scale: 0.5108 ' WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes i-This designs based only upon the parameters shown ands for anindividual / Truss: J5 and Warnings before construction commencesbuilding mp t Applicability of design parameters and proper Tr 2.2x4 compression web bracing must be Installed where shown+ incorporation fcomponent s the responsibility of the building' designer. - ',/ 3.AdtltIonaI temporary brac ng to Insure stability during construcfon 2.O Ig th t p d bottom chords to be laterally braced el tQ'e , 51398 4, by is the respons b lily of the erector.Additional permanent bracing of continuous t.and at 10 .c.respectively unlessod braced throughout their length). y DATE: 4/20/2017 the overall structure Is the responsibility of building f ua d Ing sacing requirede heredown•g(TC)and/or drywall(BC) 9,%, �..�;Q pons y o designer. 3 20 l p a b Eg g lateral brec ng where shown++ G�a�1 P,_ SE K3110068 4 No load should be applied to any component until after all bracing and 4.Is Installation ft Is thspons responsibility of the respective contractor. - 4 are complete5 Design assumestrussesare to be used ina non carrosne envIranmentss4ONAL fasteners and at no time should any loads greater than and are for dry conddan of use. TRANS ID: LINK design loads be applied to any component. 6.Design assumes full bei ng at all supports shown Shim or wedge if 5.CompuTrus has no control over and assumes no responsibly for the mcessary. -. - r� 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 TPI/WICA in BCSI,copies of which will be furnished upon request lines coincide wah joint center lines. 9.Digits indicate size of plate in inches. S MiTek USA,Inc./ColnpuTrus 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 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 OF #1&BTR SPACED 24.0" O.C. 2-3=(-95) 52 3-4=(-48) 18 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=(-21) 10 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -55/ 376V -1/ 103H 5.50" 0.60 DF ( 625) 5'- 9.2" 0/ 65V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -149/ 355V 0/ OH 1.50" 0.45 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.2" -92/ 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 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. 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 = -0.024" @ 2'- 11.9" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.494" MAX HORIZ. LL DEFL = -0.001" @ 11'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 11'- 11.2" Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 3.00 v Truss designed for wind loads in the plane of the tr_ Q ' V© PROFF ►•� . c.:1,.. t. -t G NEAR �/0 17 4 $9200PE f M '/ I M '�OREGON z� =� =� MRR10 M-3x4 EXPIRE; 1213112017 b l l 1-00 6-00 6-00 0 of WASIth'17.,. JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J6 Scale: 0.4972 . til <, •% WARNINGS: GENERAL NOTES, unless otherwise noted'. r 1.Builder and erection contractor should be advised of all General Notes 1.This design's based only upon the parameters shown and s for an individual %. Truss: J6 and Wg before oonstruction commences building component.Applicability ofd ig parameters and proper 2.2 4 p web bracing must be t II d here shown+ ncoryoret'on of component the of the bolding designer. - '(� � 3.Additionalt porary bracing to ns t blayduring constructon 2.Desgnassumeslhetopandbod chords to belatereltybrecedat - 'moi 51398 ,cit,' is the responsibility of the erector.AddM1 permanent bracing of 7 o c and at 10 o.c.respectively unless braced throughout their length by //�� t, DATE: 4/20/2017 the overall structure is the res onsbIt ofth building designer. DocoImpact sheathing ltebssacwg re uire where shown+tlrywell(BCJ. c,.4 4'�IS'I' �� �{t p yg goer 3.D:ImpaIX brdgngor lateralsuchbracing plywood required where shown • " SE K3110 0 6 9 4.No load should be applied to any component until after all bracing and 4.Installation of trusss 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 a non-corrosive envronmeM, se TRANS ID: LINK design loads beapplied toany component. 6 DnetlsarergrarygNldbearnfuanaa da shownShmorsea if s`�I�N/�L G 5.CompuTnis has no control over and assumes no responsibility for the cease assumes g atsupports wedge - necessary fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Istruss, provided. April 20,20 1 7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CotnpuTrus 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: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 14'- 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 2-6=(0) 0 BC: 2x4 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"0C. 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 BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0" -51/ 378V -2/ 119H 5.50" 0.60 DF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -141/ 339V 0/ OH 1.50" 0.43 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9'- 11.2" -128/ 267V 0/ OH 1.50" 0.34 DF ( 625) 14'- 0.0" -51/ 110V 0/ OH 1.50" 0.18 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 "cc 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 = -0.026" @ 2'- 11.9" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.494" MAX HORIZ. LL DEFL = -0.001" @ 13'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 13'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 12 in the plane of the tr 3.00 l, - y OREGON 44/ '1® 1}- 14,�°N P4 X '�'� ARIL o M-3x4 EXPIRE& 12131/2017 ), ,k y l 1-00 6-00 8-00 • 49 iv vas 44> JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J7 � v ski. A /6 Scale: 0.4066 J n<, O 4 WARNINGS: GENERAL NOTES, unlessotherwise noted: L w • 1.Budder 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 e Truss: J7 and VVarnings Warningsbefore construction commences building mp t.Applicability of design parameters and properr 2.24 p web bracing must beinstalled h shown+. corp t' f component thepo 'blty of the building designer. - -;-.41T f 2.Design thetop and bottom chords h d to be laterally braced at - � 3Additional temporary bracing to insure during construction 51398 - '°° dot 10 ..respectively braced throughouttheir length by the responsibility of the erector.Additional permanent bracing of2. Y,y " Vi continuous sheathing such asplywoodsh thing(TC)and/or drywall(BC) DATE: 4/20/2017 the overall structures the responsibility of the building designer. 3 2K Impact b Eg g lateralb grequiredwhere shown++ 4104,y� 9/STs) SEQ. : x3110070 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - S - fasteners are complete and at no fine should any loads greater than 5.and ar assumes trusses ere to be used n anon errosive environment, Y-Q7,T TRANS ID: LINK design loads be applied to any component. and are for dry endd on of use lY 5.CompuTnrs has no control over and assumes no responsibility for the 5 nnecessa Design assumes full bearing at all supports shown Shim or wedge i( Y. 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 e.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate she of plate in inches. s MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,EBR-1980(MiTek) 1. • This design prepared from computer input by • PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 16'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-7=(0) 0 BC: 2x4 DF #lABTR SPACED 24.0" O.C. 2-3=(-130) 66 3-4=( -86) 37 TC LATERAL SUPPORT <= 12"OC. CON. LOADING 4-5=) -50) 25 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -24) 11 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 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" -144/ 345V 0/ OH 1.50" 0.44 DF ( 625) 9'- 11.2" -116/ 241V 0/ OH 1.50" 0.31 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -104/ 227V 0/ OH 1.50" 0.29 DF ( 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.( ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.025" @ 2'- 11.9" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.494" MAX HORIZ. LL DEFL = -0.002" @ 15'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 15'- 11.2" Design conforms to main indforce-resisting system and componentsand 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.. Truss designed for .o f),, in the plane of tJ 12 I� ‘„N GI N,� .'� 3.00 42,7 '( `:- 89200PE -9f OREGON /4 NP m __ = O M-3x4 EXPIRE: 12f31/2017 1 I l l 1-00 6-00 10-00 40 a WASj `7?, JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J8 #4-''' l �� '; \-0 Scale: 0.3575 O. ! 6t-''. ,4 WARNINGS: GENERAL NOTES, unless otherwise noted 11" 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 �1y Truss: JO and Warnings before construction commencesbuilding component Applicability of design parameters and proper -air 2.2x4 compression web bracing must beinstalled where shown+. incorporation of component the of the building tleslgner. j/ 3.Additional temporary bracing to Ins stability during constructon 2 Design assumes the top and bot) chords 10 be laterally braced at _ 5139 a + Is the responsibility of the erector.Additional permanent bracing of 2 o c and al 10'o c.respectively unless braced throughout their length by 7 DATE: 4/20/2017 the overall structure is the responsibility of building des) continuous sheathing such as plywood sheathing(TC)ne(rc)anaror drywall(BC) Q _��+I ,.,..6Q {A ponsi y o g gner. 3.2x Impact bridging or lateral bracing required where shown 4 4 1 fie' ^i` SE K3110071 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 4 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 As, and se TRANS ID: LINK design loads be applied to any component. a Des are for dry cNO bearingatall supports shown5 mor wed f ION-ALS 5.CompuTrus has no control over and assumes no responsibility for the necessaryassumes g a ppo wedge . fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided Apr)(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/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with loin center lines. 9.Digits indicate see of plate in inches. MiTek USA,Ino./Comp9Trus 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 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: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-199) 75 3-4=(-102) 45 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -71) 39 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+EL( 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 BOG 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 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.10 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 5'- 11.2" -146/ 348V 0/ OH 1.50" 0.45 DF ( 625) 9'- 11.2" -108/ 225V 0/ OH 1.50" 0.29 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -137/ 296V 0/ OH 1.50" 0.38 CF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 18'- 0.0" -49/ 105V 0/ OH 1.50" 0.17 CF ( 625) IPROVIDE FULL BEARING.I ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.025" @ 2'- 11.9" Allowed = 0.329" MAX TC PANEL TL DEFL = -0.053" @ 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1 . Truss designed for e in the plane of �>r�on� r, (Y• 12 ��e,:i ) i�GI NEE�4 � . 3.00 v • 17 $ 2QOPE :t 7 OREGON �4/ 7t ' 1}' -4,`° `j" MERR1 - EXP IR -x4 EXPIRES: 12f31/2017 1 ). ), )' 1-00 6-00 12-00 __0,11pM* O JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - J9 .ci' � Scale: 0.3202Q WARNINGS: GENERAL NOTES, unless otherwise noted: . ��At'< . • 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 construction commences. building component Applicability ofdesgn parameters and proper _ y 2.2x4 compress on web bracing must be nstalletl where shown+ rporation&components the responsibility of the binding designer. � ! - 3.Additional temporary bracing to insure stability during construction 2.Design ass !h top d bottom chords to be laterally braced et _AI „.51398 47 is the respons b lily of the erector.Additional permanent basing of 7 o c and t 10 ..respectively unless braced throughout their length by 5} DATE: 4/20/2017 the overall structure is the responsibility the build n designercontinuoussheathing h as plywood sheet whereC)and/or drywall(BC). Q 1.0.76 ofg . 3.2x Impact b Eg g lateral bracing required shown++ ++ - �� ftE' SEQ. : K3110072 4 No load should beapplied toany component until after all bracing and 4 Installation of truss Is the responsibility ofthe respective contractor. Q.. [1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used's a non-corrosive environment, �jON,a T-' TRANS ID: LINK design loads be applied to any component. and are for dry condition"of sae t`f!'1Y - 5.CompuTrus has no control over and assumes no responsib lity for the 6 nnce Design assa assumes full bearing at all supports shown.Shim or wedge if N. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 20,20 1 7 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in 0151,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate see of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 27 2-8=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-181) 75 3-9=(-135) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=(-100) 34 BC LATERAL SUPPORT <- 12"0C. 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 = 92.0 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/ 159H 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" -196/ 398V 0/ OH 1.50" 0.95 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -108/ 297V 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/ 906V 0/ OH 1.50" 0.52 DF ( 625) 'PROVIDE FULL BEARING.' ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, IL-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 = 0.090" @ 20'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.098" @ 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 = 0.499" 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: 190 mph, h=l5ft, T q. 7-10, (All Heights), �. r• i:.(1, RS(Dir), 12-04-11 7-07-05 load duration � C (J ,( T / Truss design-' fa C /1 -/ in the plan J t;+ss only.(�p t! 12 3.00 v C� 89200(. E 9v-- 'y� M-3x5(S) M OREGON �� P rJ �RR1� , EXPIRES; 12f310Q17 O flM3x4 1 1 1 1 1-00 6-00 19-00 t JOB NAME : LENNAR 337 6-A SELLWOOD AMERICAN - Jl0 .+ • - 6"...i, , " scale: 0.2917 .' g... • WARNINGS: GENERAL NOTES, unless otherwise noted. 1 1.Builder and erection contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for anindividual - : Truss: 310 buildingcomponent gcabl ofd meters and and Warnings before construction commences ompof pp -ry parameters proper ,, a 2(4 compression web bracing must be installed where shown s incorporation of component the of the building designer. 1�; 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and belt chords tobe laterally braced at -�`� 51398 ' is the responsibility of the erector.Additional permanent bracing of T o i and at 7 V o c respectively ss braced throughout their length by DATE: 9/20/2017 the overall structure s the responsibility of building dellcontinuous sheathing such as plywood sheathing(TC)antl/or tlrywall(BC) V `cOI�Thi spons y o g gner. 3.8t I pad bridging or lateral bracing required where shown.e 1 G�' SE K3110073 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor16 4 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, AQNi�L�' design loads be applied to any component. a are for..dry condition"of use . 1`fA TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If ssary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. April 20,2O.I 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 TPINJTCA in 5051,copies of which will be furnished upon request, lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. Muck USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2-3=(-29) 8 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA UL 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/290, 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" 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 I7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. - Q`t0 PROFto cm V o �� �GI NSR 62> - I • 0 ' 89200PE 9` o 01:230 ►� M-3x4 rr 7 ,OREGON D, A, l® gY142- 1\ 4: . MERRILY l y l 1-00 2-00 EXPIRES: 12131/2017 RRC 40 viVA,Siti+1+ JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - SJ11000 i aAQ Scale: 0.7546 < A • WARNINGS: GENERAL NOTES, unless otherwise noted. �t • "Alt/ .1 • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upontheparameters shown and is for an individual Truss: S J1 and Warnings before construction commences. building ponent.Applicability of design parameters end proper `Tr 2.2x4 compression w bb g must Installed here shown p t n of components thepo btty of the b�ldingdesigner. l ' 3.Additional temporarybracing t ustabilityduring constructon 2.Design assumes the top and b tt chords t be laterally braced at - a'fi� ����� is the responsibility of the .Are 1p permanent bracing of T .c.and tl0 oc respectively braced throughout the length by continuous sheathing such a plywood sheathing(TC)and/or drywall(80) © �+ �s,..�.Q �{� DATE: 4/20/2017 the overall structure is the responsibility of the building des goer. 3 2xImpact bridging t I bracing required where shown.-, Gt" fV}'-` SEQ. : K3110074 4.No load should be spelled to any component until after all bracing and 4 Installation oft the responsibility ofthe respective contracfo fasteners are complete and at no time should any loads greater than 5.Design e t re to be used n a non-corrosive environment, �lT ©�,TAL TRANS ID: LINK design loads be applied to any component. and are for assumes "dry fullb at or stause ON AL CompuTrus has no control over and assumes no responsibility for the 6 one essa assumesDesign full bearing at all supports shown Shim or Wedge if ry. r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided April ZOr LO,r 1 7 El. 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 TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. i MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) V This design prepared from computer input by PACIFIC LUMBER: Larry M 4111, LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 IF #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=(-38) 17 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -86/ 322V 0/ 39H 5.50" 0.52 DF ( 625) 1'- 9.2" -3/ 59V 0/ OH 5.50" 0.09 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 95V 0/ OH 1.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL PROVIDE FULL BEARING.I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.057" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -I' load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. iir A tv I i .4. 5kE© PROpt �C ` 89200P 444 of M-3x4 10 tr. OREGON X41 !® 9}t 14,S� 4 MER R 11��-6P 1-00 2-00 1-11-11 EXPIRES: 12/31/2017 R 8 JOB NAME : LENNAR 3376-A SELLWOOD AMERICAN - SJ2 '° .- a ; Scale: 0.8904 f�/pd.� R, WARNINGS: GENERAL NOTES, unless otherwise noted: �� i Truss• SJ2 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for anindividual and Warnings before construction commences budding component.Applicability of design parameters and proper O' 2.284 p eb brae ng must be 1 II d here shown+ incorporation of component i thepo b Ity Its building designer. ; -, 3.Addt l temporary bracing to nsu t blity tl g construction 2.Design assumes the top and boll chords t be laterally braced at - ,0 a ,,,< 51398, is th po bitty of the erector.ABdrh Ip nent bracing of 2 .. d at 10 o.c respectively 1 braced throughout therlenglh by continuous sheathing such a plywood an ihing(TC)and/or drywall(BC) Q (C4•`�/STE DATE: 4/20/2017 the overall structure s the responsibility fth b Itlng designer. 3.20 Impact bdtlgng or lateral b g g me°where shown++ V,(s3 P^ SEQ. : K3110075 4.No load should be applied to any component until after l bracing and 4 Installation of truss Is the responsibility f the respective contractor. fasteners are complete and at no time should any loads keds greater than s Design assumes trusses are t b dna non corrosive environment, S`TONAL-. TRANS ID• LINK desa Ioadsbeappledtoanycompone5 and are for dry conditionomse. 5,tom Tma has no control over and assumes no res 6.Design assumes full bearing al all supports shown Shim or wedge if pu responsibility for the sry fabrication,handling,shipment and installation of components. 7,Designpssumes adequate drainage is provided. April 2Oir�"O.I 17 6 This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ina./CompeTlus Software 7.6.8(1 L)-E I0.For basic connector plate design values see Ens-1311,ESR-1988(MiTek) s Symbols Y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Centery plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 offsets re indicted. I (Drawings not to scale) Damage or Personal Injury railDimensions are in ft-in-sixteenths. 11%46. 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 SCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'1116 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ ,. p� bracing should be considered. O 11Millite,10■_� 3. Never exceed the design loading shown and never C1-0 U stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building C7-8 cs-7 C5-6 I— designer,erection supervisor,property owner and For 4 x 2 orientation,locatep p y BOTTOM CHORDS all other interested parties. plates 0- hA'from outside 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 ANSUTPI 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 bysymbol shown and/or SYP represents values as published specified. �/ y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. =E reaction section indicates joint lamill Ell number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM .. — 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: r+fl I I I 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 is not sufficient. DSB-89: Design Standard for Bracing. FyI ITe BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIITPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013