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Plans (382) I mom;a©\ ccct.‘ -o' _1■ \ Ict 3 Siv ' acic.l - \A'1. I 15=11' f G1 GARAGE RIGHT y R.+emfpao - !At— \ NOMHt J1 J2 J11 (5) J3 I :12 J5 A J8 J7 J7 h J8 J8 4 CA A•19 A JB k J7 .. a J7 J8M A = g c J55 8:12 J5 Z? Z 1:12 J4 HOU828 J10 (4)1 ., HOLISM J9 3) 011A0 - IRD I: op. OWN ` f000wwoali ,, F1 1 8:1 6:12 Al (4) _ � B2L A� a:u r? 112 gi. .4 B1 - �R o r \� ASJ2 ASJ2 a A8J1 ASA 5:12 A$J 14r-r I 41.8' 20'-8' -0' l 1 ©Copyright CompuTrus Inc.2006 BUILDER. ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS LENNAR 03/31/17 PLACEMENT ONLY REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL FURTHER � '.. DRAWINGS FOR ALL FURTHER LENNAR 3180-E BAINBRIDGE INFORMATION.BUILDING 3 DESIGNER/ENGINEER OF RECORD umber PLAN• DRAWN BY JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS PI," .1 ry�I�Ct� TO TRUSS CONNECTIONS.BUILDING 3180-E / E BAIN B R ,YtED BY. DESIGNER/ENGINEER OF RECORD TO DERSWAODR APOOVNESOUAIONQ TRUSS DySS COMPANY DELIVERY LOCATIONSCALE: REVISION-3 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MI 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 trulys, avid Baxter, P.E., S.E. 6•0(..c., Sr. Structural Engineer (� .O PROpess MiTek USA ��S4NG►NEF,q io DB :9200P -9r 4111. ,IIIII-"' e ....._, , 4,OREGON •tx pi /O *I/' 14 2° Q• 12/06/2017 MRRi�L� EXPIRES: 12-31-2019 MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3180-E BAINBRIDGE 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: K3026189 thru K3026239 My license renewal date for the state of Oregon is December 31,2017. : D PR OA? 447 Yo. 89200PE pr -FL ,7 OREGON /O D' 14,2a� P4 M 3RIL1 March 31,2017 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 ANSUTPI-1, Chapter 2. MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3180-E BAINBRIDGE 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: K3026189 thru K3026239 My license renewal date for the state of Washington is May 16,2017. . ,KRILL B J o�wasf� w Q i cef 14 , 51398.x, • March 31,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by JP ' LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 7=(-312) 1399 3- 7=(-301) 200 BC: 2x9 DF #1&HTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1595) 377 7- 8=(- 935 7- 9=( -94) 481 3- 9=(-1397) 350 8- 6=(-305)305) 1404 4- 8=( -94) 985 LOADING 4- 5=(-1400) 359 8- 5=(-305) 200 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1599) 384 BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -115/ 988V -69/ 709 5.50" 1.58 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 8.0" -103/ 867V 0/ OH 5.50" 1.39 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.050" @ 13'- 6.7" Allowed = 0.988" MAX TL CREEP DEFL = -0.117" @ 13'- 6.7" Allowed = 1.317" MAX HORIZ. LL DEFL = 0.019" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.031" @ 20'- 2.5" 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.3, MWFRS(Dir), 10-09 10-04 fload duration factor=1.6, '� Truss designed for wind loads 5-05-14 4-10-02 4-10-02 5-05-14 in the plane of the truss only. 1' T '1 1' T 12 12 5.00 oo M-9x6 Q 5.00 4 4 kt.D P ROPe le/1\.0" Q :9621 �l.lf:l. 9f M-1.5x3 M-1.5x3 3 5 i 0 , OREGON o,- ��Q '.0 "4Y14,2-C .'-±.P 2 - , 8 �R RI��- 0 M-3x4 0.25" M-3x4 6 0 M-3x4 M-5x6(5) y y EXPIRES:. 12/3112017 7-01-04 6-05-07 y y 7-01-04 1 ,1 1 1-00 20-08 - - itRa +v, O WAS 7?, JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - Al , fr�- .. it Scale: 0.3045 ' ,P �.,„'� fl' WARNINGS: GENERAL NOTES, unless otherwise noted. t 1 Truss: Al 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and Is for an individual and Warnings before construction commences building component.Applicability of design parameters and proper / 2.204 compression web bracing must be nstalled where shown 4 incorporation of component le the responsibility of the building tlesigner. /tf�/ 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top dna bottom bo to be laterally braced at .! '51398 is the responsibility of the erector.Additional permanent bracing of 7 o c and at la o c respearveN unless braced throughout their length by t�: DATE: 3/31/2017 the overall structure s the responsibility f the building deal continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `1' spons dy o ng gner. 3 20Impact bridging or latero!bracing required where shown♦♦ Q . G1. 'i' y+ 4'T SE K3026189 4.No load should be applied to any component until after all bracing and 4 Installation of truss b thereresponsibility e tob syofthe respectwe coenviro r. fasteners ere complete and at no time should any bade greater man 5 Design assumes trusses are to be used In a non corrosive environment, '� TRANS ID: LINK design bads beapplied toany componenl. and are for dryeonadon'oruee. ©j�Td�j�.- 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full beefing al all supports shown.Shim or wedge If necessary. -. fabrication,handling,shipment andmation of components. 7.Design assumes adequate drainage is provided. March 31,201 7 6.This design Is furnished subject to thea limitations set forth by e.Plates shall be located on both laces of truss,and placed so their center TP W✓TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTNS Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16815 LOAD DURATION INCREASE = 1.15 1-2=( -8) 3 5-4=(-170) 363 2-5=(-125) 119 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-111) 103 5-3=(-412) 249 WEBS: 2x4 DF STAND 3-4=(-450) 219 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -50/ 415V -140/ 52H 5.50" 0.66 DF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 11.0" -50/ 418V 0/ OH 5.50" 0.67 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 pot) 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 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = 0.248" @ 4'- 8.0" Allowed = 0.600" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = -0.253" @ 4'- 11.3" Allowed = 0.433" MAX HORIZ. LL DEFL = 0.003" @ 9'- 5.5" 0-03-04 4-04-02 5-03-10 MAX HORIZ. TL DEFL = 0.004" @ 9'- 5.5" 12 Design conforms to main windforce-resisting M-1.5x3 d 5.00 system and components and cladding criteria. <- 1 2 Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 0 to R/j 89200PE f 0 10 5�� 4 OREGON w� M-3x4 M-3x4 o D ��., r1 )*'" 4 N , -4. McRR;10- y 9-06 y EXPIRES: 12/3112Q17 y pi- 9-11 9-11 .�WA JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - A2 -0„ � '� Scale: 0.4928 4✓' w m A 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: A2 and Warnings before construction commences building component.Applicability of design parameters and proper iy 2.2x4 compression web bracng must benstalled where showni incorporation of component is the responsibility olthe bdld ng designer. /ii� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al �'1 51398 is the res bId of the erector Additional permanent of continuous and at iV on respectivelysuaunlessbacetlihaughd/out therlength). '';',04, pons ypermanen 2.Impauasheath ng auchasacing rtluired heresown+drywall(eC) fri ^71Silge'' DATE• 3/31/2017 the overall structure is the responsibility of the building designer. 3.W Impact bridging or lateral bracing required where shown v e f ]F 4.No load should be applied to any component until after all bracing and 4.InWallat on of truss is the responsibility of the respective contractor s r SEQ. K3 0 2 619 Qfasteners are compete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, lONAL 1.' . design toads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8 • a CompuTrus has no control over and assumes no responsibility for the .(Design assumes full bearing al all suppose shown.Shim or wedge If ry fabrication,handling,shipment and Installation of components. 7 Design assumes adequate drainage Is provided. March 31,2017 6.This design is furnished subject to the limitations set forth by 8.Pirates shall be located on both faces of truss,and placed so their center } TPINJTCA In BEd!,copies of which will be furnished upon requestlinea coincide web joint center lines. 9.Diggs indicate site of plate In inches. MiTek USA,InniCompuTrus Software 7.6.8(1L)-E i5.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 43 2- 7=( -962) 3260 7- 3=( -86) 690 BC: 2x6 DF SS 2- 3=(-3593) 1085 7- 8=(-1454) 4317 7- 4=(-1174) 541 WEBS: 2x4 DF STAND LOADING 3- 4=(-3260) 1022 8- 9=(-1454) 4317 8- 4=( 0) 258 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3263) 1031 9- 6=( -971) 3263 4- 9=(-1158) 531 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-3595) 1092 9- 5=( -82) 682 BC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 8.0" V TC UNI£ LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 8.0" TO 20'- 8.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -457/ 1792V -34/ 40H 5.50" 2.87 DF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 8.0" 20'- 8.0" -418/ 1671V 0/ OH 5.50" 2.67 DF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "cc REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.147" @ 10'- 4.0" Allowed = 0.988" MAX TL CREEP DEFL = -0.336" @ 10'- 4.0" Allowed = 1.317" MAX HORIZ. LL DEFL = 0.035" @ 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 8-08-10 T 5-11-11 T T 5-11-11 4-04-05 4-04-05 5-11-11 T +3208 ' +3208 TG' PROF _ 5.0012 [;7:" 12 Cj. NGINE `s�'/ " :15.00 ` M-6x8 M-6x8 L" �. . 3 M-39 10 �� 'Z 892001. Er �v 1- -� 2 7 OREGON ki _ I 7 B - RR1LU. M-3x10 M-3x5 0.25" M-3x5 M-3x10 M-7x8(S) EXPIRES: 12/31/2017 ), y y y l 5-07-13 4-08-03 4-08-03 5-07-13 y b l 1-00 20-08 . .0,,,R.R L &,q' 4) v WAS `i JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - AH1 ��, ; „ Scale: 0.3295 �I0 t✓f00 • •. I WARNINGS: GENERAL NOTES, unless otherwise nled: •''' ' /4.••• Truss: AH1 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 and Waco ngs before construction commencesbuilding component Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown.. incorporation of component Is the respondblllty of the building designer. /l+'+7}r((�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �V� S 1375 is the responsibility of the erector.Additional permanent bracing of 7 a.c.and at 18 o c.respectively unless braced throughout their length by • k. ,{, DATE: 3/31/2 017 the overall slruciure s the responsibddy of the building dos goer continuous sheathing such as plywood aheathng(TC)and/or drywall(Bc) �•r v{�y('X� 3 2(Impact bridging or lateral bracing required where shown•• V,� '' }r44. SEQ. : K 3 0 2 6191 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility f the r P� fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non respective environment, V and are for condition"g Muse, Qj�TAj.;t+'' TRANS ID: LINK design bads be applied to any component. e.Des naeaa as full bear) 5.CompuTrus has no control over and assumes no responsibility for the 9 ng at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. -. 8.This tlesign is furnished subject to the limitations set forth by 7.Dathallbassumelceduonbale hfacelophesea. MarcfI 31,ZO17 8.Mates shall be locateds 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.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2- 8=(-386) 1403 3- 8=(-150) 160 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1598) 952 8- 9=(-229) 1259 8- 4=( 0) 258 WEBS: 2x9 DF STAND 3- 4=(-1401) 362 9- 7=(-371) 1912 8- 5=( -97) 55 LOADING 4- 5=(-1257) 363 5- 9=( 0) 257 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1908) 356 9- 6=(-156) 158 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1606) 442 TOTAL LOAD = 92.0 PSF NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -113/ 988V -97/ 53H 5.50" 1.58 GF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -103/ 867V 0/ OH 5.50" 1.39 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 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 = -0.069" @ 12'- 8.0" Allowed = 0.988" MAX TL CREEP DEFL = -0.146" @ 12'- 8.0" Allowed = 1.317" MAX HORIZ. LL DEFL = 0.021" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.034" @ 20'- 2.5" 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 7-11-11 4-08-10 7-11-11 in the plane of the truss only. 4-00-01 3-11-10 4-08-10 3-11-10 4-00-01 t© PROpt 12 s 12 n' 5.00 DM-4x6 M-6x6 45.00 r c. " • ` 'GINE ' ,*/4) vo ,. ' 8920.0PE f M-1.5x3 M-1.5x3 3 6 7 4,OREGON � oi '141. ...4)''' 144,'1 -± o le t 1 IP- '- MFRRtt�� to = e 0.25"M-3x4 M-3x4 M-3x4 0 M-5x8(5) EXPIRE: 1213112017 l 1 1 l 7-06-01 5-09-10 7-04-05 b )' )' 1-00 20-08 OttRILZ 8q' As9WA �Y JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - AH2 Scale, 0.3170 ij 0Af?:"°!".'...'' ° `�'` 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 anndvdual lLr Truss: AH2 and Wam ngs before construction commences building component Applicability of design parameters and proper %eI corporation of component s the responabil ty of the Oilfield designer. 2.2x4 compress on web bracing must be Installed where shown 0. 2 Design assumes the top and bottom chords to be laterally braced at S QQ a Additional temporary bracing to insure stability during construction Toc end at itl o.c.respectively unless brood throughout their length by - "13/" [[[,����, s the responsibility of the erector.S thy nal permanent bracing of continuous sheathing such as plywood sheath ng(TC)andlor drywali(BC) ©jt �"5+ „ "�' DATE: 3/31/2017 the overall structures the responsibility Iffy of the building designer. 3.a lisped bridging or lateral bracing required where shown.r.r T'4L - Ci.1 SEQ. : K3026192 4.No load should be applied to any component until atter all bracing and 4.installation of truss is the responsibility of the respective contractor. 7 fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used In a non corrosive environment, �`1QJ'AL ' TRANS ID: LINK deign loads beapplesaanywmponem. and5sassumesnlbea ernes 5.CompuTrus has no control over and assumes no responsiblliry for the 8 Dee full bearing al all supports shown.Shim or wedge If ssary. fabrlsotion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 3 1,201 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 TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide sigh Joint center lines. 9.Diggs indicate see of plate in Inches. MiTek USA,Inn./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC o LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 43 2-10=(-509) 1903 3-10=(-150) 135 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2- 3=(-1598) 603 10-11=(-406) 1259 10- 9= 0 258 WEBS: 2x9 DF STAND 3- 4=(-1401) 592 11- 9=(-517) 1412 10- 7=( -59) 66 LOADING 4- 5=( 0) 0 7-11=( 0) 257 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 7=(-1257) 528 11- 8=(-156) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- 8=(-1408) 538 8- 9=(-1606) 609 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0'• 0'- 0.0" -168/ 988V -47/ 53H 5.50" 1.58 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 8.0" -130/ 867V 0/ OH 5.50" 1.39 OF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.089" @ 8'- 0.0" Allowed = 0.987" MAX IL CREEP DEFL = -0.196" @ 12'- 8.0" Allowed = 1.317" MAX HORIZ. LL DEFL = 0.021" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.039" @ 20'- 2.5" Design conforms to main windforce-resisting 9-11-11 0-08-10 9-11-11 system and components and cladding criteria. f Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4-00-01 3-07-122-03-14 0-08-110 2-03-14 3-07-12 4-00-01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f A A f f f load duration factor=l.6, Truss designed for wind loads 8-00 8-00 in the plane of the truss only. 12 �� �DR Qp�ss 5.00 p 5 6 12 M-9x6 -6x6 as.00 C GIN� . >�. 4 7 `7` T , - 59200PE �r" M-1.5x3 M-1.5x3 3 0 • G OREGON 4(V� - 444i- o M-3x4 0.25r. 9 r3 R�1- .. M-3x4 M-3x4 0 M-5x8(S) EXPIRE&. 1213112017 1 y y l 7-06-01 5-09-10 7-04-05 l y l 1-00 20-08 RR11,.j $ o S JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - AH3 , � Scale: 0.3095 ' stip. - � O •� WARNINGS: GENERAL NOTES, unless otherwWe noted. Truss: AH3 1.Builder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual 4i and Warnings before construction commences budding component ^ Applicability of deagn parameters and proper 1' 2.2x4 compression web bracing must be Installed where shown. Incorporation of component is the responsibility of the building designer. - i 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom ass b to be laterally braced at +0� 51348 "`` Is the responsibility of the erector.Additional permanent bracing of 7 o c and at IS o c respectNaty unless braced throughout their length by - Y>: DATE: 3/31/2017 the overall structure Is the responsibility of the building deo continuous sheathing such as plywood sheathing(TC)and/or drywall(130) ,1� e gner. 3 2i Impact bridging or Mere!bracing required where shown-is GISTER. 4.No load should be applied to any component until after all bracing and 4 Installation of truss s the SEQ. : K 02 6193 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses arresponsibility be usetl in aenon corriosNe enve vironment, 7 designloads be aany component. and are for d condition"of use. r. � �lY AL TRANS I D: LINKapplied to 6.Design assumes full bearing al all supports shown.Shim or wedge if 5.ComWTrus has no control over and assumes no responsibility for the fabrication,handlin9,shipment and Installation of components. necessary. Pmen 7 Design assumes adequate drainage is provided. March 31,2017 6.This design M furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIM/rCA in 8051,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 LYE 10.For basic connector plate design values see ESR-1311,ESR-1980(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 43 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 35 TC LATERAL SUPPORT 0= 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" -54/ 297V -1/ 36H 5.50" 0.47 DF ( 625) 1'- 10.9" -91/ 76V 0/ OH 1.50" 0.12 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oo spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4' '1' MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.086" MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.129" 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.245" 5.00 MAX BC PANEL TL DEFL = -0.027" @ 3'- 3.8" Allowed = 0.326" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 3 Truss designed for wind loads in the plane of the truss only. © PR Opt o o �- , -- GI N , f 1 2 x4 -Ct 8920.0PE '9f M-3x4 irt 9 ,OREGON eb :::'-4}.'' 14 ~4. FiRILV 1 l b 1-00 6-00 EXPIRES: 12/31/2417 ositRItz.6 44) o i ,4+ JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - AJ1 ' 9'jpr �� ' Scale: 0.7293 + ., Cll.!'1,..1#.,... 0 WARNINGS: GENERAL NOTES, unless otherwise noted' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual „11 Truss: AJ1 and Warnings before construction commences. building component Applicabity of design parameters and proper 7'i?' Incorporation of component is the responslb lily of the building tlesigner. 2.2x4 compression web bracing must be Installed where shown 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4.0 513/gyp Is the respons b Idy of the erector.Additional permanent bracing of 7 o.c.and at 10'o c respectively unless braced throughout their length by © 398 ^�7 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) G'153"�g DATE: 3/31/2017 the overall structure N the responsibility of the building designer 3 2x Impact bridging or lateral bracing required where shown.•+ 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. -N49,55: _ G SEQ.: K3 0 2 619 4 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ZONAL V' TRANS ID: LINK design loads be applied to any componentandgn assumGB Ul bearlon"ng a at a. ppo wedge 5.CompuTrus has no control over and assumes no responsibility for the fi.Design full bear t all su ns shown.Shim or was r ssmy. fabrication,handling,shipment and Installahon of components. 7.Design assumes adequate drainage is provided. March 31,2017 B.This design is furnished subjed to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center ` TPIONTEA in SCSI,copies of which will be furnished upon request. lines coincide well joint center lines. 9.Digits indicate dee of plate In Inches. MiTek USA,InojCompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-56) 39 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+014 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= 92.0 PSF 0'- 0.0" -44/ 396V -4/ 59H 5.50" 0.55 DF ( 625) 3'- 10.9" -89/ 113V 0/ OH 1.50" 0.18 DF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IeROVIDE FULL BEARING;Jts:2,3,91 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, IL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" fMAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.010" @ 2'- 0.7" Allowed = 0.231" 12 MAX BC PANEL TL DEFL = -0.042" @ 3'- 1.4" Allowed = 0.326" 5.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. � • ,E© RQpFs. �`a -,NG1NE$, <9 cr 892OOPE 9v 0 M-3x4 G ,OREGONlU- 1© 41 14 els'' .- • 6R R11-\ ), ), y 1-00 6-00 EXPIRES:. 12/31/2317 .00tRuz.6 44" W�.B JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - AJ2 - ye*, S,_ � Scale: 0.6543 isi` r�, ) "" Q WARNINGS: GENERAL NOTES, unless otherwise noted: .'.1 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: AJ2 and ' Wamngs before construction commences. bulld:n g component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of componentt th is the responsibil ty of Ne building designer /4'1r 3.Additional temporary bracing to insure stability during construction2 Design assumes the tap and bogam chords to be laterally braced at .d 31348 T c c is the responsibility of the erector.Additional permanent bracing of .and at iP o.c respecWely unless braced throughout their length by E DATE: 3/31/2017 the overall structure is the responsibility of the building designer continuous sheathing or such as acing required uiredeshownor tlrywall(BC) 0 � 3 lr Impact bridgingorIsteralbraengrequired whereslwwn++ SEQ.: K3026195 4.No load should be applied to any component until after all bracing and 4.Installatonoftruss isthe responsibility ofthe respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corraswe environment. S ��A TRANS ID: LINK design mto be applied any component dna are for ery ondt on a useA s.CompuTrus has no control over and assumes no responsibility for the 8 Oesls ssumes Dull Rearing Hall supports shown.Shim or wedge it fabrication,handling,shipment and Installahon of components. nets ry. 8.This design Is furnished subject to the limitations set forth by 8.Designesassumes b el c ted on drainage is tomsea. March 3 1,20 7 8.Plates shall be located on both faces of toms,and placed so their center TPIANTCA In BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see E512-1311,ESR-t888(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-84) 41 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" -52/ 402V -6/ 82H 5.50" 0.64 DF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 OF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -66/ 161V 0/ OH 1.50" 0.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'PROVIDE FULL BEARING;Jts:2,4,31 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 = 0.068" @ 3'- 7.2" Allowed = 0.375" 1' , MAX TC PANEL TL DEFL = -0.101" @ 3'- 4.8" Allowed = 0.563" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" 5.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 -, Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o ltd P.ROpt 892OFE El I f 1 2 4�� o M-3x4 2, 4iOREGON� t 44 4/ ''...6.A,.. O }' 14 SI P4. 6'RR1O RIO- ), ), EXPIRES: 12/31/2017 1-00 6-00 44 Qv WAS,ik . JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - AJ3 4f .,>o 1' Scale: 0.61681 _ WARNINGS: GENERAL NOTES, unless otherwise noted ' _/ 1.Builder and erection contractor should be advised Nat General Notes 1.This design is based only upon the parameters shown and Is for an individual „�t ' Truss: AJ3 and Warnings before construction commences building component Applicability b lity ofdesgn parameters and proper 2 2x4 compression web bracing must be installed where shown+ • Incorporation of component Is the responsibility of the building tlesigner. , / � 3.Add tional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords braced to be laterelfy brecetl at 51 398 Q by Is the responsibility f the erector.Additional t bracing of coi and at 10 oc respectivelyaswood sbrecetlthroughouttheirlength). 4,„jt1 70 ^�✓ puna Yapermanent 2xImpcussheahrgsuohasacingrduired heresown.drywell(BD) �O GIST S DATE: 3/31/2017 the overall atndureIsthe reaponelbddyofhebuilding designer. 3.2x ImpactbddgmgorInterelbrepngreguiredwhereshown++ G 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. } r SEQ. K 3 0 2 619 6fasteners are complete and at no time should any loads greater than 5.Design assumes susses are to be used In a noncorrosive environment. d OjA',T9 ' TRANS ID: LINK design mads be applied to any component andaress me fullbe bearing gate 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full Oeanng at all supports shown.Shim or wedge if necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage isd March 31,201 7 6.This design Is furnished subject to the limitations set forth by by 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In BC SI,copies of which will be furnished upon requestfines coincide with joint center lines. 9.Digits indicate she of plate in Inches. MiTek USA,Ino./CompuTrue 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 JP a LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 5) 43 2-5=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-101) 80 LATERAL SUPPORT <= 12"O0. UON. LOADING 3-9=( -55) 22 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -39/ 378V -9/ 105H 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/ 337V 0/ OH 1.50" 0.43 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP PROVIDE FULL HEARING;Jts:2,5,3,,I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.091" @ 2'- 9.3" Allowed = 0.377" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.566" 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 5.00 4 -, Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '' in the plane of the truss only. N �� ,ED PRO : �,� u el C. GINE h� ,�0 ct- s9200PE of o � iip 1ill' 5- OREGON M-3x4 -7,a /., ��.. ,�(Z.ti MRRI0-Q'P b 1 l y EXPIRES:. 12/31/2017 1-00 6-00 1-11-11 . . Oc WAS `.# JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - AJ4 9 '` ,c Scale: 0.5521 _4 �� ',i . Q WARNINGS: GENERAL NOTES, unless otherwise noted: ' �� "" Truss AJ4 1.Builder and erectioncontradorshouldbeadvisedofallGeneralNotes I.This design Is based only upon the parameters shown and is for an individual '�O and Warnings before construction commences building component Applicability of design parameters and pro / 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is NeresponslW responsibility building designer. /�( 2.Design assumes the top end bottom chords to be laterally braced et y �y 3.Additional temporary bracing to insure stability during construction T o.c and at la o c respectively unless braced throughout their length by 31398 [['�'e Is the responsibility of the erector.Additional permanent bracing of continuous sheathing has t� 'y DATE: 3/31/2017 the overall structure s the responsibility of the building designee g sue plywood re aired here s and/or tlrywall(Bc). ( 'e GIS 3 2x Impact bridgingor)such as shatlin(T)lawn.+ G R SEK3026197 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the re Q• fasteners are complete and at no time should an load) eto be use or the non-corroespectivesive contrscmr. �A p r greater 5.Design Toru"dry ea trusses are m be used m a non carroaroe en rommem, ��Oj ALt' TRANS ID: LINK design loads be applied to any component. B.Deal tli bearingatall su 5.CompuTrus has no control over and assumes no responsibility(or the cessa assumes g a pparts shown.Shim or wedge d fabrication,handling,shipment and installation of components. ne ry. {,, ,I 8.This design is furnished cabled to the limitations set forth by 7.Designassumesbesaded oneoth face to trusised. Marc 31,207 8.Plates shall be joint on both faces of truss,and placed so their center 7PINJrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software7.6.8(114-E 9.Digits Indicate size of plate in inches. P 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by SP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-5=(0) 0 BC: 2x9 DF#1&BTA SPACED 24.0" O.C. 36) 82 3-4=( -65) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 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" -22/ 374V -12/ 128H 5.50" 0.60 GF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.10 DF ( 625) 5'- 11.2" -157/ 368V 0/ OH 1.50" 0.47 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 91V 0/ OH 1.50" 0.15 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (PROVIDE FULL BEARING;Jts:2,5,3,4I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.377" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.566" MAX HORIZ. LL DEFL = -0.001" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 9'- 10.9" 9 "/ Design conforms to main windforce-resisting 12 system and components and cladding criteria. 5.00 A I Wind: 140 mph, h=15ft, TCDL=9.2,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. 3 GINE ;,1,j, et 89200PE 9r o / IrgliMMIMMIIIMMIIMM: G OREGON �� M-3x9 ' /.[moi RIO- EXPIRE& 12131/2G17 y y l ), 1-00 6-00 3-11-11 44 Q WA8 JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - AJ5 �' '� ^ ,p 'I' Scale: 0.4873 ._� M4.if"4. WARNINGS: GENERAL NOTES, unless otherwise noted. / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indlvidual ' Truss: AJ5 and Warnings before construction commences. building component.Applicability ofdesign parameters and proper en, Incorporation of component Is the responsibility of building designer. /�'S r 2 2x4 compression web bracing must be installed where shown.. 2 Design assumes the top and bottom chords to be laterally braced at a (r 3. ,� Additional temporary bracing to Insure stability during construction Zoo.and at 10'c c.respectively unless braced throughout their length by 51398,i„, ,,...4,) is the respons bldg of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(80) Q >1S'I'}R ,[Y DATE• 3/31/2017 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown+ rl SEQ. : K302 619 8 ��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. fasteners are complete and at no time should any loads greater than 5.Design assumes are to be used n a non corroeve en ronment, s`IONALS design loads be apples to any component. and are for dry condition"of use TRANS ID: LINK B.s.CompuTns has no control over and assumes no responsibility for the necessaassumes full bearing at all supports shown.Shim or wedge if ry. - fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage N provided. March 3 1,G0 1 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}E 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) This design prepared from computer input by JP ' LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2015 MAX MEMBER FORCES 2-4=GDF/Cq=1.00 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2_3=: 44( 143 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -69/ 301V -1/ 36H 5.50" 0.48 DF ( 625) 1'- 9.2" -28/ 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;Jts:2,9,31 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 1-11-11 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" f fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.045" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.129" 12 5.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l,6, Tirn uhe depsagedof fotrhe wtnrls oa y.3 /' ra 0 2_ '� 4 8929QPE 9r ! 3x4 --- -,,.. GOREGON h4� r© :r14aS � �'re .;. 1 l /- McRR 11� 1-00 2-00 EXPIRES: 12/31/2017 .0RREL4 ii, ,a 4F WAS 4 JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - ASJ1b Scale: 0.7303 1 +" �w � - WARNINGS: GENERAL NOTES, unless otherwise noted' ` ,I Truss ASJ1 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 and Wamtngs before construction commencesbuilding componentApplicability of design parameters and proper / 1 2.2x4 compression web bracing must be installed where shown+. Incorporet on of component Is me responsibility of the building tleaener. 2.Des .4 /4';f ..3.Additional temporary bracing to insure stability during construction Design assumes the top and bottom chords to be laterally braced at 51348 Is the responsibility of the erector.Additional permanent bracing of T and at 10'o c respecirvety unless braced throughout their length by - [r.; DATE: 3/31/2017 the overall structure s the responsibility of the building designer continuous sheathing sten l b acing resheathing(TC)aired eres and/or drywan(61) (� ,,t,„^�� 1 `l' 4.No load should be applied to any 3.2K Impact bddging or lateral bracing required where shown++ G SEQ. : K3026200y component until after an bracing and 4.Installation or truss is the responsibility of respective contractor. Ss T� l� fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are b be used Ina non-corrosive environment, TONAL' - TRANS ID: LINK design bads be applied to any component. and are for"dry conddion"of use. 5.CompuTrus hes no control over and assumes no responsibility for the e.Design assumes full beefing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. nate ry. -" 6.The design Is furnished subject to the nmltatbns set forth by T.Pesn hallb assumes adequate drainage is trusse and 31,2�17 e.Plates anon be located on both faces of truss,and qa«d so their canter TPIAIRCA 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(1L)-E tO.For basic connector plate design values see ESR-1311,ES12-t958(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 43 2-4=(0) 0 BC: 2x4 DF #18BTR SPACED 24.0" O.C. 2-3=(-60) 26 TC LATERAL SUPPORT 4= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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 -66/ 322V -4/ 59H 5.50" 0.52 DF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 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;Jts:2,4,31 12 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 5.00 D 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" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.045" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.059" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -/ 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 '-1 in the plane of the truss only. I ti , , mac? R 1 2 4► Q $9200PE v M-3x4 7 OREGON�� ��Q '4 .4k14 - -P1. - �RRIO6 y J. y y 1-00 2-00 1-11-11 EXPIRES: 12/31/2017 sRat -v- oo WAS `•i JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - ASJ2 $41.5!:";.7', �p� Scale: 0.8349 i40 s „l2e.. 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 ands for an individual4 Truss: ASJ2 and Warnings before construction commences building component.Applicability of design parameters and proper unl 2.3x4 compression web bacing must be Installed where shown+. incorporation of component is the responsibility of the building designer. /4', 3.Additional temporary bracing tonsure stability during construction 2 Design assumes the top and bottom chords to be latealty brecetl at 51398 T o.c.and at 10'o.c.respectively unless braced throughout the r length by /� tx's J 70 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealling(TC)and/or drywall(BC) Q GIST DATE: 3/31/2017 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K3 02 62 01 fasteners are complete and at no time should any loads greater than 5.Dealgn assumes trusses are to be usee n a non corrosve env ronment As;lONALV design loads be applied to any component and are for dry condition'of use. TRANS ID: LINK for the 6.Design assumes full bearng at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibilityssary, M - - fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. March 3.I 1,2017 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 TPIAARCA 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,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ES14-1311,ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-6=(-58) ( ) BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-828 152 6-4=( ) 672 6-3= 0 340 WEBS: 2x9 DF STAND ) (-58) 672 3-4=(-828) 152 LOADING 4-5=( 0) 43 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -91/ 730V -43/ 439 5.50" 1.17 DF ( 625) 14'- 8.0" -91/ 730V 0/ OH 5.50" 1.17 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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" MAX LL DEFL = 0.002" @ 15'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 8.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.047" @ 10'- 9.3" Allowed = 0.472" MAX TC PANEL TL DEFL = 0.100" @ 10'- 9.3" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.007" @ 14'- 2.5" MAX HORIZ. TL DEFL = 0.012" @ 19'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. 7-04 7-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f (All Heights),load duration factorsed, Cat.2, Exp.B, MWFRS(Dir), =1.6, 12 12 Truss designed for wind loads 5.00 1114-4x4 45.00 in the plane of the truss only. 4.0" 3 4'-.7 ['�/'�p 892OOPE 9r' p3-yOREONlU 2 �1111111111111111 :: 5 -J ,, o M-3x4 M-1.5x3 M-3x4 4a �`_ R R 1,L y y 1, EXPIRES: 12/31/2017 7-04 7-04 J• l l l 1-00 14-08 1-00 4. o WAS.,,,q r# JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - B1 'W�,� '�`'. Scale: 0.9094 , ,�• '<- , WARNINGS: GENERAL NOTES, unless otherwise noted: / J TrussB 1 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual `4 and Warnings before construction commences building component.Applicability of design parameters and proper - ,q/ 2.204 compress an web bracing must be Installed where shown 4. incorporation of component's the responsibility of the building tleagner. / �( 3.Additional temporary bracing to insure stability during constructers 2.Design assumes the top and bottom chords to be laterally braced at 44 ,51398, {�+ is the responsibility of the erector.AdeNonal permanent bracing of T o c and at 15 a.c respectluely unless braced throughout their length by j, "Y the overall structure s the responsibility f the bu ldin desi ner. l Impact sheathing such as acing rplywood sheathing(TC)where)ownand/+drywall(60) , •G '7 ' sf DATE: 3/31/2017 o g g 3 201m Impact m - �' V' Q ��.?1' 4.No Ioad should be applied to an g an P toss g or lateral bracing reqnsibility uired retl whpe shown♦a 1'r • SEQ. : K3026202 Pp any greatert and 4 Design lation estrsesarthe etobeusedinanospectosiveenvironment, ive mctor fasteners are complete and at no tee should any loads than 5.Design assumes trusses are to be used in anon non-corrosive ve env ronment, ties da be applied b ancomponent. antl are for"n, condition"of use. '()NAL TRANS ID: LINK 5.Com inns hes nopceMrolover and no re 8.DeNgn assumes full bearing at all supports shown.Slim or wedge if presponsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 31,201 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 theft center TPI/WTCA in BM,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diens indicate alae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L}E 10.For basic connector plate design values see ESR-1311,655-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-830) 165 1-5=(-77) 674 5-2=(0) 340 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-830) 152 5-3=(-77) 674 WEBS: 2x4 DF STAND 3-4=( 0) 43 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. GL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -73/ 615V -44/ 36H 5.50" 0.98 GF ( 625) LL = 25 PSF Ground Snow (Pg) 14'- 8.0" -94/ 739V 0/ OH 5.50" 1.18 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ 15'- 8.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 15'- 8.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.047" @ 10'- 9.3" Allowed = 0.472" MAX TC PANEL TL DEFL = 0.122" @ 3'- 10.7" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.007" @ 14'- 2.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCGL=4.2,BCDL=6.0, ASCE 7-10, 7-04 7-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, fTruss designed for wind loads 12 12 in the plane of the truss only. 5.00 17 1114-4X4 45.00 4.0" 2 ,e__,/ l= .700„.............„........N.sss 1;?,t13 P R Cfre,:s, _ -17 89200P r � Y � OREGON4,,,,4 G ci M-3x4 M-1.5x3 M-3x4 ,' /' 144,2 e•1T ^, R R;11.\-, V y ,L l EXPIRES;. '12!_3'1/2017 7-04 7-04 y 1 1 14-08 1-00 a~$'�wA JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - B2 ��j-.-- 'a Scale: 0.4345K WARNINGS: GENERAL NOTES, unless otherwise noted: �- 7• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual 1 i/ Truss: B2 and Warnngsbefore conslrucboncommences building component.Applicatiltyofdesign parameters and proper � I 2.2x4 compression web bracing must be Installed where shown incorporation of component is the responsibility of the build-ng designer. r 3.Additional temporary bracing to Insure stabil ty during construction 2 Design assumes the lop and bottom chortle to be laterally braced at _ �j • fp Is the responsibility f the erector.Additional t bracing f 7 a c and at 10 sheathing respectively as ply unless braced throughout their length by '7'/(a''�� 4.,51398_,,S pons yo permding ga 2x ssdging rsuchasacingatluired sheaf inereshnnbr tlrywall(BC). wj'S �/'o mC DATE: 3/31/2017 Ina overall structure.a the responsibility or the building dealgner. 3.rax Impact bridging or lateral bracing required where shown s+ T'"S�`1 #aT 3 P4 ` 4.No load should be applied to any component until after all bracing and 4.Installation of trusss the responsibility of the respective contractor. V SEQ.: K3026203 fasteners are complete and at notimeshould any badsgreater than 5 Desgnassumestrusses are tobeused Inanencomeaveenvronment `rrONAL 11 TRANS ID• LINK design loads be applied to any component. Desand gnere srdryceMbearingson.of at all CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing at all supports shown.Shim or wedge If necessary. fabrication,handling,shipment and Installation ofcomponents 7.Design assumes adequate drainage is provided. March 31,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI`ARCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9 Digits indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS 14-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 43 2- 7=(-460) 2043 7- 3=( 0) 272 BC: 2x6 DF SS 2- 3=(-2275) 562 7- 8=( 967) 2039 7- 9=(-45) 59 WEBS: 2x4 DF STAND LOADING 3- 4=(-2043) 538 B- 5=(-459) 2051 4- 8=( 0) 269 LL = 25 PSF Ground Snow (Pg) 4- 5=(-2284) 560 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( 0) 43 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 8.0" V TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 8.0" TO 14'- 8.0" V BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 14'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 0'- 0.0" -253/ 1282V -33/ 33H 5.50" 2.05 DF ( 625) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 8.0" 14'- 8.0" -253/ 1282V 0/ OH 5.50" 2.05 DF ( 625) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "00 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.068" @ 6'- 0.0" Allowed = 0.688" MAX TL CREEP DEFL = -0.140" @ 6'- 0.0" Allowed = 0.917" MAX LL DEFL = 0.002" @ 15'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 8.0" Allowed = 0.133" MAX BORIZ. LL DEFL = 0.013" @ 14'- 2.5" MAX BORIZ. TL DEFL = 0.022" @ 14'- 2.5" 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), 5-11-11 2-08-10 5-11-11 load duration factor=l.6, '320# 4320# '' Truss designed for wind loads 12 12 in the plane of the truss only. 5.00 p d 5.00 M-4x6 --Z-M-6x6 iiiiiiiiiiiiiiiiiiiii ���t� o©agess. 0 ,ANGIIN14, >0 89200,PE 9� 4 ,OREGON -o 8 6 o M-3x6 M-3x4 M-1.5x3 M-3x6 0 1 4 C19'* MRR;I Iso ; y y y EXPIRE&-, 12/31/2017 5-07-13 3-06-02 5-06-01 .1' , l y 1-00 14-08 1-00 lik 44 o 8 WA$ JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - BH1 °� Scale: 0.4044 U�L„ . ,, WARNINGS: GENERAL NOTES, unless otherwise noted: Truss BH1 1.Builder and erection contractor should be advised et all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences building component.Applicability of design parameters and proper - ';'gr 1 2.2x4 compression web bracing must be Installed where shown 4. incorporation of components the responsibility of the building designer. "d/ 513 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chards to be laterally braced at rfR 51398 ' Is the responslollRy of the erector.Atltl Tonal permanent bracing or T o c.and at 10.o c.respectively ply unless braced throughout their length by DATE: 3/31/2017 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood ahealhmg(TC)and/or drywall(BC) c 3.Sc Impact badging or lateral bracing required where mown.+ GISIS}L'- SEQ. : K3026204 4.144 load should be applied to any component until after all bracing and 4.Installation of truss le the responsibility of the respective contractor aY n 'C fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are b be used n a rwn corms ve environment, 1�p TRANS ID: LINK design loads be applied to any component. and are for"dry conddion"ol use. -U AL-[+ for the 8.Design assumes full beadng at all supports Shawn.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility fabrication,handling,shipment and Installation of components. necessary. ,.D<aesnalameaadequate drainage iopmss,an March 31,2017 B.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces or truss,and placed so their center TPWVTCA in 13151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.9" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 93 2-5=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-89) 81 3-4=(-67) 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -37/ 377V -8/ 9714 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" -194/ 370V 0/ OH 1.50" 0.97 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.9" -91/ 26V 0/ OH 1.50" 0.04 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE FULL BEARING;Jts:2,5,3,9I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.032" @ 2'- 9.3" Allowed = 0.377" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.566" 12 5.00 17 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" II -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" Design conforms to main windforce-resisting 3 '' 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. 0 o S� 1� PR44. aF-S : 89200PE 9f o ..,- 5 1111s•- •4111 M-3x4 fr OREGON '04 q Y 4 2�vick. 4 MERRIL- , y y y EXPIRES: 12/311P017' 1-00 6-00 1-02-15 44 Q WAS 4 ?, JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - BJ4 ,O p'`Z' W Q`�' Scale: 0.5920 tlt''"" WARNINGS: GENERAL NOTES, unless otherwise noted ',6111") 1.Builder and erection mntraaor should be advised of all General Notes i This design is based only upon the parameters shown and is for an individual Truss: BJ4 and Warnings before construction commences building componentApplicability ofdesign parameters and proper --.0,r 2.2x4 compression web bracing must be installed where shown t. Incorporation ofcomponenl is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constructor, 2.Design assumes the top and bottom chords to be aterally braced at _ -� C 398 r- fa the responsibilitylthe erector.Additional t brecln f 2 and at l O.4c.respectively unless braced throughout their length by J 70 ^'4, opermanent bracing continuous sheathing such as plywood sheaf hIng(TC)and/or drywathE0) GISTER DATE: 3/31/2017 the overall structure is the respons ltlily of the building designer. 3 2i I p d bridging or lateral bracing required where shown++ 4.Na load should be applied to any component until after all bracing and 4 Installation of busss the responsibility of the respective contractor. r �p i.a SEQ.: K3026205 fasteners are complete and at nobmeshouldanyloadsgreaterthan 5.Design assumes trusses are to be used In anoncorrosveenvronme^t 4,10 1 TRANS ID: LINK design loads be applied to any conporent. Dedgrefordrycfllbaringate 5.CompuTrus has no control over and assumes no responsibility for the 6.necessaryeassumes full bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. March 31,201 7 6.This design Is mmished subject to the limitations set forth by B.Plates shall be located on both races of truss,and placed so their center ` TPIAN/CA in Beth,copies of which we be/umished upon requestlines coincide with joint center lines. 9.Digits indicate sae o/plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 35-06-00 STUB HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1SRTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 67 2-12=(-1585) 5834 12- 3=( 0) 286 2x4 DF 2400F Tl; 2- 3=(-6700) 1854 12-13=(-1590) 5830 3-13=) -390) 129 2x6 OF SS T2 LOADING BC: 3- 4=(-6444) 2032 13-14=(-2267) 6959 13- 4=( -265) 1544 2x6 DF SS LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 14-15=(-2263) 6934 13- 6=(-1680) 773 WEBS: 2x4 DF STAND TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 8.0" V 4- 6=(-5732) 1855 15-16=(-1553) 5598 6-14=( 0) 311 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 10'- 8.0" TO 25'- 1.0" V 6- 7=(-7051) 2343 16-11=(-1548) 5602 14- 7=( 0) 339 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 25'- 1.0" TO 35'- 6.0" V 7- 9=(-5654) 1841 7-15=(-1744) 786 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 35'- 6.0" V 8- 9=( 0) 0 9-15=( -261) 1508 9-10=(-6361) 2017 15-10=( -385) 142 TC CONC LL( 622.2)+DL( 174.2)= 796.4 LBS @ 10'- 8.0" 10-11=(-6512) 1823 10-16=) 0) 270 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 622.2)+DL( 174.2)= 796.4 LBS @ 25'- 1.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" 0'- 0.0" -936/ 3659V -106/ 114H 5.50" 5.85 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 6.0" -896/ 3522V 0/ OH 5.50" 5.64 DF ( 625) JT 11: Heel to plate corner = 2.75" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND.For hanger specs. - See approved plans OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.312" @ 17'- 10.5" Allowed = 1.729" MAX TL CREEP DEFL = -0.723" @ 17'- 10.5" Allowed = 2.306" MAX HORIZ. LL DEFL = 0.101" @ 35'- 0.5" MAX HORIZ. TL DEFL = 0.166" @ 35'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, 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 wyadp;_ 10-07-11 14-05-10 10-09-11 in the plane of ,t44;-3V1'.�l+y ,, T 5-07-11 4-06-04 0-05-12 4-07-15 5-01-12 4-07-15 0-05-12 4-08 5-02-15 T '� NGI N 4,. c/ T 12 T '4796.40# '1 ' 47' 6.40# T f 4� `a 0 37 Ge"'.. 12MSHS-9x10 M-7x12 /y 701 f6.00 M-3x8 M-3x8 Q 6.005 44 6 O V NEN T2 I � M-3x9 3 M-3x4 I �'. /VNP D -y4 "�OREGON o, � . <0.,.1'4". 74,`C*' 4 M-5x12 M-5X12 ��R-��,,• 13 o M-1125x3 M-4x10 190.25" M-4x10 M-1165x3 *ll EXPIRES: 12/31/21)17 MSHS-9x10(S) J. l J. b 1 J J. 5-05-15 4-06-04 7-10-05 7-10-05 4-08 5-01-03 J. l 1-04 35-06 y O • „ .q 0 WAS - ' JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - CH1 •'; 01,2, '�t� Scale: 0.1990 WARNINGS: GENERAL NOTES, unless otherwise noted: .•` ^,✓•' :ASIA 1.Builder and erection contractor should be advised of all General Notes 1.This design S based only upon the parameters shown and ie for an individual i•e�r Truss: CH1 and Warnings before construction commences building component.Appfcobllity of design parameters and proper 1 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component a the responsibility of the building tleagner. �(/ 2 Design assumes the top and bottom chords to be laterally braced at _ ,1' /5�"9p 3.Additional temporary bracing to insure stability during construction 7 o c and at l O o.c.respectively unless braced throughout their length by 5139U £*• is the respons billy of the erector.Additional permanent bracing of contlnuaue sheath sheathing(TC)an rywall(BC) 4 ^ 1' DATE: 3/31/2017 the overall structures the responsibility of the building sheathing such as plywood aired in TC tl/or d ° ISTfs� ,[.�. e designer. 3.In Impact oftr ng or lateral bracing required where shown++ o FAY '' S E Q. : K3 0 2 62 0 7 4.No load should be applied to any component until after a0 bracing and 4 Ins alletlan of Voss s the reapons b l y of the respective contractor. fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used In a non-corrosive environment, 4 A`_AL "1 TRANS ID: LINK deagnloads beapplied toany randaeeM and arelor'tlry fullbearing arose li(� 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessarynassumes pine I.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center March 31,2017 TPIAVICA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9.Diggs indicate was of plate in Inches. iD.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 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) 67 2-11=(-465) 2267 11- 3=( 0) 279 BC: 2x4 DF STgNTR SPACED 24.0" O.C. 2- 3=(-2660) 583 11-12=(-467) 2264 3-12=(-502) 187 WEBS: 2x4 DF STAND 3- 4=(-2128) 551 12-13=(-396) 1992 12- 4=( -93) 593 LOADING 4- 5=( 0) 0 13-14=(-346) 1992 12- 6=(-304) 103 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1815) 539 14-15=(-441) 2196 13- 6=( 0) 188 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1799) 525 15-10=(-439) 2199 6-14=(-324) 103 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-14=(-104) 584 8- 9=(-2109) 544 14- 9=(-450) 174 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2604) 568 9-15=( 0) 272 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -294/ 1698V -137/ 195H 5.50" 2.69 DF AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 6.0" -189/ 1491V 0/ OH 5.50" 2.38 DF ( 625) JT 10: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans '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 = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.126" @ 17'- 10.5" Allowed = 1.729" MAX TL CREEP DEFL = -0.302" @ 17'- 10.5" Allowed = 2.306" MAX HORIZ. LL DEFL = 0.057" @ 35'- 0.5" MAX HORIZ. TL DEFL = 0.095" @ 35'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, 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 - o �© 13-03-11 9-01-10 13-00-11 f •` ti .R OFt- T .( 6-10-11 6-01-04 0-03-12 4-06-13 4-06-13 0-03 12 6-01-04 6-07-11 ca pA /fin pC '"`.y 12 M-4x6 Q Q 892001. E r- 6.0o p M 4x645 M-3x8 7 6.00 F Berl M 3x4OR M-3x4 .1 ar EGON�N.-..��v�' 3 14E ,ziP. MRRI O M-3x8 -`-- - - 0 "•. 6 EXPIRES: 12/31/2017 1x3 110x8 M-3x8 0.25" M-3x8 M-1.5x3 i M-5x6(5) y y b b b b y 6-08-15 6-01-04 5-00-05 5-00-05 6-01-04 6-05-15 )' y y 1,,, z,, 1-04 35-06 4V ov JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - CH2A '0 IA Scale: 0.1865 :I.- �.� NOTES, noted. M 17.:l -,./ WARNINGS: GENERAL NOT , uness o 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: CH2 and Warnings before construction commences building component.Applicablty of design parameters and proper I/ 2 2t4 compression web bracing must be nstallea where shown+. incorporation of component s the responsibility of the building designer. no / i f 3.Additional temporary bracing to Insure stability during construction 2.Design and et l assumes the top and bottom chords to be laterally braced et • 51398 ,cp alba responsibilityf the erector AddPoonal t bracing of 2 o c.and at 10 o c.respectively unless braced throughout their length by .y� o permanen continuous sheathing such asplywood sheathng(TC)andlordrywall(BC) �O �GIS'i" R� DATE: 3/31/2017 Me overall structures the responsibility of the binding desgner. 3 2c Impact bridging or lateral bracing required where shown+a 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the respons b iity of the respective contractor r lit SEQ. : K3 02 62 0 8 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a non corrosive environments�ZONAL S% design loads be applied to any component. and are for"dry condition of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 31q,201q 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 TPIANrCA In BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits Indicete We of plate in inches. MiTek USA,Inn.ICompaTnas Software 7.6.8(1 L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-12=(-588) 2286 12- 3=( 0) 279 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-2681) 763 12-13=(-590) 2282 3-13=(-501) 153 3- 9=(-2199) 749 13-14=(-572) 2020 13- 9=(-135) 602 LOADING 4- 5=( 0) 0 14-15=(-572) 2020 13- 6=(-327) 165 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1835) 704 15-16=(-619) 2282 14- 6=( 0) 188 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-1835) 704 16-10=(-617) 2286 6-15=(-327) 165 TOTAL LOAD= 42.0 PSF 7- 8=( 0) 0 8-15=(-135) 602 8- 9=(-2149) 749 15- 9=(-501) 152 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2681) 763 9-16=( 0) 279 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 67 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OVERHANGS: 16.0" 16.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -338/ 1654V -150/ 150H 5.50" 2.65 DF ( 625) 35'- 9.0" -338/ 1653V 0/ OH 5.50" 2.65 DF ( 625) !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 = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.131" @ 17'- 10.5" Allowed = 1.742" MAX TL CREEP DEFL = -0.313" @ 17'- 10.5" Allowed = 2.322" MAX LL DEFL = 0.008" @ 37'- 1.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 37'- 1.0" Allowed = 0.178" MAX HORIZ. LL DEFL = 0.058" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2.BCDL=6.0, ASCE 7-10, (All Heights), En atrF�,65.. MWERS(Dir),, 15-11-11 3-09-10 15-11-11 T f f f load duration fa.- 1011, ` !! SS 6-10-11 6-01-04 2-11-12 1-10-13-10-13 2-11-12 6-01-04 6-10-11 Truss designed i in the plane • (0y 1341 � 12 12 ' 1�a 'E/ .17 6.00 M-4x6 M-3x8 Q 6.00 � p C 4 6 `;M-9x6 Q9200PL, r pow M-3x93 9-3x9 , OREGON �I�Q:: '' ) 41''' 14,Sl4 '- - . MER R I Lk-'�' o r e T 1 EXPIRES: 12/31/2017 12 13 ', 15 16 -�\1 O Io 7M-3x8 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 M-3x8 1 o M-5x6(S) 1 l y b )' y y y y 6-08-15 6-01-09 5-00-05 5-00-05 6-01-04 6-08-15 1-09 35-09 1-04y Cr"" ` q, JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - CH3molsp 4„q:da,'-'SVG Scale: 0.1827 1 . WARNINGS: GENERAL NOTES, unless otherwise noted: L 4EA/-_ r' TrussCH3 • 1.Builder and erectionwntradorshouldbeadvisedofallGeneralNotes 1.This design is based onlyupontheparametersshownandIsforanindividual a ' and Warnings before construction commences building component.Applicability of design parameters and proper 2.204 compression web bracing must be Instated where shown+ incorporation of component Is the responsibility or B.building designer. iq - 2.Destnassumesthe /�",r 3.Additional temporary bracing tonsure stability during construction 9 top and bottom chords be laterally braced et 3 8 is the respons billy of the erector.AddM1 Dual permanent bracing of T o c and at 10'o c respectively unless braced throughout their length by - tom.: DATE: 3/31/2017 continuous sheathing such as plywood sheathing(TC)and/or drywat(BC) 1' the overall structure Is the responsibility of the building tlesigner. C3 ' �'S R 3 2x Impact bridging or lateral bracing required where shown«« SEK3026209 4.No load should be applied to any component until after all bracing and 4.Installation of truss W the re 4• • responsibility of the respective conbaclor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environmentSCI TRANS I D: LINK design loads be applied to any component. and are for dry conditionease. `'40NAL-S- 5.CompuTrus has no control over and assumes no responibllily for the 6 Deeiga�assumes full bearing at all supports shown.Shim or wedge if fabrication,handling.shipment and installation of components. ry. .I 8.This design is furnished subject to the limitations set forth by 7.Designsshallb assumes adequate tondrainage c is trusse and 31,20 1 7 S.Plates shall be located on both faces of truss,and placetl so their center TPIANTCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Sighs indicate sae of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-7688(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 3.9" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 98 3-4=(-113) 263 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=( -28) 27 BC LATERAL SUPPORT <= 12"00. 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 PSE' 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 -30/ 949V -105/ 308H 5.50" 0.71 DF ( 625) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -262/ 477V 0/ OH 1.50" 0.61 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 11'- 11.2" -67/ 98V 0/ OH 1.50" 0.13 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 13'- 3.9" -23/ 59V 0/ OH 1.50" 0.09 DF ( 625) 0 (PROVIDE FULL BEARING:Jts:2,6,3,4,5 9 'COED. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 � ( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" A MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.209" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.299" @ 3'- 11.0" Allowed = 0.897" MAX HORIZ. LL DEFL = -0.005" @ 13'- 3.2" 12 MAX HORIZ. TL DEFL = -0.005" @ 13'- 3.2" 8.00 177 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 190 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads ro o in the plane of the tr - a& PROF 89200PE { OREGON 0 I : � � I M '�R1�L 4'. 6 1 0 M-3x4 EXPI RES: 12/31/2017 y b * l 1-00 9-00 5-03-15 .0511.RML J�.Q WA$ $1 . JOB NAME : LENNAR 318 0-E BAINBRIDGE ENGLISH - CJ9 •' 1' =.' �' 1. Scale: 0.3836 -41. 02-,, //i' a- • WARNINGS: GENERAL NOTES, unless othenvke noted, f , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an lntllvidual �` ' Truss: 0,79 and Warnings before construction commences building component.Applicability o/design parameters and proper /er . incorporation of components the responablity of the building designer. 22x4 compressor web bracing must be installed where shown.i 3 Additional temporary brae ng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1:4 C1�}!10 lathe res b IR (the erector.Additional t bracing of z o e and at 10 o c respectively unless braced throughout the r length by ^ J 1 J70 puna yo permanen mntnuouasheathing such asplywood sheatnng(TC)and/or drywall(ec) ci 4, 51398.$.v, DATE: 3/31/2017 the overall structures the responsibility of the bolding desgner. 3 24 Impact budging or lateral bracing required where shown++ 4 No toad should be applied to any component until after all bracing and 4.Installation of buss s the responsb lily of the respective contractor. SEQ. : K3026210 Ci- fasteners are complete and atnolmeshouldanyloadsgreaterthan 5 Design assumes trusses are to beusetl nanon-corrosveenvronment s 4ONAL�1� design loads be applied to any component. and are for"dry condition"o/use. TRANS ID• LINK 6.Design assumes full bearing a all suppods shown.Shim or wedge if 5.CumpuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 31,20,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 TPINVrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate sea of plate in inches. MiTek USA,Ino./ConlpuTrus Software 7.6.5(1 LIE 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by OP a LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-9=0) 0 BC: 2x9 DF k16BTR SPACED 29.0" O.C. 2-3=(-58) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -102/ 385V -10/ 65H 5.99" 0.62 DF ( 625) 1'- 9.2" -54/ 39V 0/ OH 5.50" 0.05 DF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 7.7" -27/ 60V 0/ OH 1.50" 0.10 DF ( 625) 12 6.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. IPROVIDE FULL BEARING;Jts:2,9,31 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 9.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 9.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.052" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.000" @ 2'- 7.0" 3 MAX HORIZ. TL DEFL = -0.000" @ 2'- 7.0" Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, N Truss designed for wind loads o in the plane of the truss only. 0 ti 1 M-3x4 89200:PE ff� ,OREGON ��� <4 fly 14r N 4 _ y y y y EXPIRES:. 12/31/2017 1-04 2-00 0-07-12 JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - CSJ1 qQ G� ' Scale: 0.9638 � �A �j WARNINGS: GENERAL NOTES, unless otherwise noted: ' Truss: C S Jl 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 and Wamings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be nsWlled where shown+. incorporation of component is the responsibility of the bolding designer. /+,,r _ 3.Additional temporary bracing to nsure stability during construction Z.Design assumes the lop and bottom Chords to be laterally braced at 51348 '` ` is the responsibility of the erector Additional permanent bracing of S c.c and at 1D o.c respecttoely unless braced throughout the r length by fsa DATE: 3/31/2017 the overall structure re the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fl' 3.Ht Impact bridging or lateral Waring required where shown++ �, {'Gisre SEQ. : K3026212 4.No load should be applied to any component until liter all bracing and 4 Installs!ono(truss Is the responsibility of the respective contractor. ( fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, �, IA`_AIN "�' TRANS ID: LINK design loads beapplied toany componeM and are for"dry condition"of llj{�Lf -L 8.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsiblity for the fabdcatlon,handling,shipment and Installation of components. necery. • S.This design Is furnished subject to the limitations set(odhby 7.Designshall lcedon othfagelapressed March 31,2017 8.Plates shall be located on both faces of lass,and placed so their center TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate s¢e of plate in inches. MiTek USA,Inn/CompuTrus Software 7.6.8(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.8" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 67 2-4=(0) 0 BC: 2x9 DF #1&BTA SPACED 24.0" O.C. 2-3=(-93) 42 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0 -87/ 396V -20/ 105H 5.44" 0.63 DF ( 625) 1'- 9.2" -29/ 116V 0/ OH 5.50" 0.19 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.8" -60/ 128V 0/ OH 1.50" 0.20 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1PROVIDE FULL BEARING;Jts:2,4,31 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" 6.00 MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.052" 3 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.0" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.000" @ 5'- 3.0" MAX HORIZ. TL DEFL = -0.000" @ 5'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads i in the plane of the truss only. oom R. , 4GINE�� �'0 1/4' 0 o 111111111111 �� 824OFE of 0 1 M-3x4 OREGON <v� 4 , .4}'.14.2 .P}.. MEFR1tsk- l l y l 1-04 2-00 3-03-12 EXPIRES::. 12/31/2017 L ,q' 4 WA ^ JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - CSJ2 `` -,. �o Scale: 0.6967 '..!_ „ , to .- WARNINGS: GENERAL NOTES, unless otherwise noted: a 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 „�4 Truss: CSJ2 and Warnings before construction commences. building component Applicability of design parameters and proper corporation of component is the responsibility of the building designer. / ",� 2 2x4 compression web bracing must be Installed where shown 2.Design assumes the top and bottom chords to be laterally braced at C 7•}(gyp 3 Additional temporary bracing to insure stability during construction 2 o c and at 10 o c.respectively unless braced throughout their length by F, J 1 J 7U ,�£F Ls the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)antllor drywal1(80). �O jrvl3T' R DATE: 3/31/2017 the overall structure is the responsibility of the Watling designer. 3 2.Impact bridging or lateral bracing required where shown++ V SE K3 02 6213 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. 4•: fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used in a non-corrosive env ronment, `r`rAONAL- tlealgn loads be applied to any compenenl and are for dry condition"of use. TRANS ID: LINK 5.compuTms has no control over and assumes no responsibility for the 6.Oeecale9n assumes full beanng at all supports shown.Shim or wedge if _ pons ty ty fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 31,201 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 centeriv TPIANTCA in BCSI,copies of which will be famished upon requestlines coincide with joint center lines. 9.Diggs 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 SP ..LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( BC: 2x4 DF #1GBTR SPACED 24.0" O.C. 2-3=(-138) 64 2 4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 331V -30/ 147H 5.44" 0.53 DF ( 625) 1'- 9.2" -111/ 291V 0/ OH 5.50" 0.47 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -91/ 193V 0/ OH 1.50" 0.31 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- !PROVIDE FULL BEARING;Jts:2,9,31 GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 9.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.0" Allowed = 0.052" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.0" Allowed = 0.070" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.0" 3 r MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.0" 12 6.00 ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. C`E N © f a Loy t - 4.4i , > GIN , �/0 89200PE of o ,- I2�- 4-� 7 OREGON 1,;�' 1 M-3x4 7/� 14, ce,P .: y y y EXPIRES: 12/31/2017 1-04 2-00 5-11-12 ".Rr.LL JOB NAME : LENNAR 3180-E BAINBRIDGE - °W� ,x G ENGLISH CSJ3 tea, oo -A Scale: 0.5374 p, �'�® •� WARNINGS: GENERAL NOTES, unless otherwise noted: -'j_ !`e k l I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: CSJ3 and Warnings before construction commences building component Applicability of design parameters and proper 2 2x4 compression web bracing must be Installed where shown Y. incorporation of component is the responsibil ty of the building designer. / r - 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the tap and boftom chords to be laterally braced at `*8., 51348 ` ` H the responelblIdy of the erector.Additional permanent bracing of T o.c and at iP o c respectively unless braced throughout their length byfr: DATE: 3/31/2017 the overall structure eine responsibility f the building tlewdner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,l� gone y° 3 2xImpact bdtlgingorlaterelbrecngrequired where shown++ > •G/sTaR SE K3026214 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the re S4+ responsibility use of the respective contractor. V fasteners are complete and at no time should any loads greater than 5 and are assumes trusses are to be used in anon comosNe environment, � A - TRANS ID: LINK design loads be applied to any component. and areror dry onarcon of use. !1 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at ell supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary I.�qq 6.This design Is furnished subject to the limitations set forth by7.Design sShe::b assumes adequate tothlf c e is trussea. March 3 1,ZQ�7 e.Plates shall be located on both faces of truss,and placed so their center 7E1/YWCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 7 B.For basic connector plate design values see ESR-1311,ESR.1088(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&HTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 67 2-10=(-380) 2265 3-10=(-262) 185 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2640) 531 10-11=(-262) 1897 10- 4=( -16) 472 WEBS: 2x9 DF STAND 3- 4=(-2393) 504 11-12=(-282) 1888 4-11=(-680) 246 LOADING 4- 5=(-1695) 455 12- 8=(-415) 2247 11- 5=(-238) 1124 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1695) 455 11- 6=(-680) 246 BC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2393) 504 6-12=) -16) 472 TOTAL LOAD = 42.0 PSF 7- 8=(-2640) 530 12- 7=(-262) 185 OVERHANGS: 16.0" 16.0" 8- 9=( 0) 67 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG 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" -264/ 1654V -203/ 203H 5.50" 2.65 DF ( 625) 35'- 9.0" -264/ 1653V 0/ OH 5.50" 2.65 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed = 0.178" MAX LL DEFL = -0.126" @ 17'- 10.5" Allowed = 1.742" MAX TL CREEP DEFL = -0.300" @ 17'- 10.5" Allowed = 2.322" MAX LL DEFL = 0.008" @ 37'- 1.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ 37'- 1.0" Allowed = 0.178" MAX HORIZ. LL DEFL = 0.055" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.091" @ 35'- 3.5" Design conforms to main windforce-resisting 17-10-08 17-10-08 system and components and cladding criteria. 6-03-07 5-09-08 5-09-08 5-09-08 5-09-08 6-03-07 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4' ,r ,r 4' 4' 1' 4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, M-4X6I:7' Q 6.00 Truss designed for w - yacW, of 6.00 in the plane of • ��+ • 4.0" S'' 5 � !w ' M-5x8(S) - y M-5x8(5) �� . V` � 3.1" Q7�9 89200PE 0.25" i1r 0.25" 6 0 o0 +e M-1.sx3 � OREGON �� M-1.5x3• /Aas\Nh + +, 7 �, 414 0;1-c �. 3 4 }' 14 �P- - . r ro r /4Ako c 1/ - to re Ira e'~\ o EXPIRES: 12/31/2017 , M-3x8 M-3x4 0.25" M-3x4 M-3x8 to M-5x8(S) J. y y y J' , 9-02-03 8-08-05 8-08-05 9-02-03 y y y J' q, 1-04 35-09 1-09 • _Ci. 4� JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - D1 . '-~ j� !i F'> 30 `i Scale: 0.1827 s�jk'° • WARNINGS: GENERAL NOTES, unless otherwise noted: rel 1.Builder and erection contractor should be advised of all General Notes 1 This design is based ons upon the parameters shown and is for en Individual c OR ' Truss: Dl and Warnings before construction commences. building component Applicability of design parameters and proper /'�� 2.2x4 compression web bracing must be installed whore shown+. incorporation of component is the responsibility or the building designer. 3.Additional temporary bracing to Insure stability during constructor 2 Design assumes the lop and bottom chords to be ty braced at It' A 51 39p s the responsibility f Me erector.Additional t bracing of 7 o c and at 15 0.0.respectively unless braced throughout their length by rr J 1J7U Ali A.74 pont y o permanent continuous sheathing such as plywood sheathing(TC)and/or drone 11)00). 94'GIST � DATE: 3/31/2017 the overall structure s the responsibility of the balding designer. 3.rax Impact bridging or lateral bracing required where shown++ ,i 3 13 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibility of the respect ve contractor. y `�;v TT}s SEQ. : K3 02 6215 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, foNAL TRANS ID: LINK design loads be applied to any component. Desigand are n assumes full bearing 5.CompuTrus has no control over and assumes no responsibility for the a Dnecessary. �gs�ssumes full beefing al all supports shown Shim or wedge if ryq q fabrication,handling,shipment and Installation of components. T.Design assumes adequate drainage is provided. March 3 1,20 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 ` TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 35'- 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) 67 2- 9=(-427) 2239 3- 9=(-263) 184 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2- 3=(-2619) 537 9-10=(-294) 1870 9- 4-) -16) 472 WEBS: 2x4 DF STAND 3- 4=(-2372) 510 10-11=(-279) 1849 4-10=(-680) 246 LOADING 4- 5=(-1673) 450 11- 8=(-422) 2153 10- 5=(-242) 1105 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1673) 461 10- 6=(-655) 242 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2327) 526 6-11-( -25) 433 TOTAL LOAD - 42.0 PSF 7- 8=(-2556) 553 11- 7-(-210) 193 OVERHANGS: 16.0" 0.0" LL = 25 PSF Ground Snow (Pg) JT 8: Heel to plate corner = 2.25" 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" -265/ 1648V -190/ 199H 5.50" 2.64 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 6.0" -208/ 1491V 0/ OH 5.50" 2.38 OF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.008" @ -1'- 4.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.009" @ -1'- 4.0" Allowed - 0.178" MAX LL DEFL = -0.121" @ 17'- 10.5" Allowed - 1.729" MAX TL CREEP DEFL = -0.288" @ 17'- 10.5" Allowed = 2.306" MAX HORIZ. LL DEFL = 0.054" @ 35'- 0.5" MAX HORIZ. TL DEFL = 0.089" @ 35'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-10-08 17-07-08 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL-6.D, ASCE 7-10, T 'f 'r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-03-07 5-09-08 5-09-08 5-09-08 5-09-08 6-00-07 load duration factor=l.6, 'I f f f f f f Truss designed for wind loads in the plane of the truss only. 12 12 6.00 M-4x6 Q 6.00 pppp/'� 6 4.0" �`- `0 C:fit,rreL-sS M-5x8(S) y M-5x6(S) <0,. ``-f`GINECC ,�o 0.25" 0.25" 8920QF-E 9r 4 6 40c' G(, M-1.5x3 � + + M-1.5x3 7,... 40 OREGON A,tv M*RRILV , M-3x8 O N cT � � _ 1� 9 10 1 11 ,*8 o EXPIRES: 12/31/2017 0 M-3x8 M-3x4 0.25" M-3x4 I o M-5x8(5) 1 1 1 1 1 9-02-03 8-08-05 8-08-05 8-11-03 1 1 _��`�� 1-04 35-06 1 ��'" JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - D2 >Scale: 0.1865 -"Iiiiiiii;1:1:E:11: 16 N. _ WARNINGS: GENERAL NOTES, unless otherwtae noted: � ' - 1.Builder end erection contractor should be advised stall General Notes 1.This design is based only upon the parameters shown and is for an individual ^� Truss: D2 and Warnings before construction commences building component.Applicability of design parameters and t of t is the res proper ,� 2.2a4 compression web bracing must be installed where shown+ ncorpore oncomponent responsibility of the building designer. / � 3.Additional temporary bracing m insure stability during constructor 2 Design assumes the top end bottom chords to be laterally braced at .,e(' ��� � is the responsibility of the erector.Additional permanent bracing of 2 o c and at 70 s c respectively unless braced throughout their length by A DATE: 3/31/2017 the overall structure lame responsibility of the building designer. 2 Impact budging or eters as plywood required where shown o s drywall(131) ()% rCtC+�,r Q� 3 In bridging oris th lateral bracing required t* f FT SEQ.: K3026216 4.No load should be applied to any component untilser all bracing and 4 Installation oftruss a the responsibility of the respective contractor. .� fasteners are complete and at no time should any loads greater than s Design assumes trusses are to be used in a non-corresNe environment, `1flNAL design ds be applied to ancomponent. and are for dry condition of use. TRANS I D: LINK 5.coin n T us has ncen oto any and assumes no res S.Design assumes rot bearing at all suppose shown.Shim or wedge if pu ponNblliry for the ssary fabrication,handling,shipment and installation of components. 7. necessary. Design assumes adequate drainage is prodded. March 31,2017 O.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 request. Ones coincide with joint center lines. uTrus Software 7.6.8 1 L-E 9.Digits indicate ace of plate In inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-t311,ESR-19613(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 35-03-00 STUB HIP-D SETBACK 8-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #16BTR: LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6469) 1822 1-11=(-1547) 5568 11- 2=( 0) 271 2x6 DF SS T2 2- 3=(-6303) 2008 11-12=(-1551) 5564 2-12=( -381) 139 BC: 2x6 DF SS LOADING 3- 4=( 0) 0 12-13=(-2250) 6860 12- 3=( -258) 1485 WEBS: 204 DF STAND LL = 25 PSF Ground Snow (Pg) 3- 5=(-5606) 1833 13-14-(-2250) 6861 12- 5=(-1708) 778 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 5.0" V 5- 6=(-6965) 2328 14-15-(-1546) 5555 5-13=( 0) 325 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 10'- 5.0" TO 24'- 10.0" V 6- 6=(-5607) 1833 15-10-(-1541) 5559 13- 6=( 0) 325 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 24'- 10.0" TO 35'- 3.0" V 7- 8=( 0) 0 6-14-(-1708) 778 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 35'- 3.0" V 8- 9=(-6306) 2008 8-14-) -257) 1486 9-10=(-6463) 1815 14- 9=( -386) 142 NOTE: 2x4 BRACING AT 24"00 UON. FOR TC CONC LL( 622.2)+DL( 174.2)= 796.4 LBS @ 10'- 5.0" 9-15=( 0) 270 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 622.2)+DL( 174.2)- 796.4 LBS @ 24'- 10.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 1, 10: Heel to plate corner = 2.75" REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. 0'- 0.0" -892/ 3498V -102/ 102H 5.50" 5.60 DF ( 625) 35'- 3.0" -092/ 3498V 0/ OH 5.50" 5.60 DF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF 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 = -0.305" @ 17'- 7.5" Allowed = 1.717" MAX TL CREEP DEFL = -0.704" @ 17'- 7.5" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.098" @ 34'- 9.5" MAX HORIZ. TL DEFL = 0.162" @ 34'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, 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. 10-04-11 14-05-10 10-04-11T .O , 5-04-11 4-06-04 0-05-(12 4-07-15 5-01-12 4-07-15 0-05-12 4-08 5-02-15 '4' '' �)N E x`56" 796.90# 7.6.908 12 , 6.00 p M-69 16 M-3x8 M-3x8 7 M-7x12 Q 6.00 A n/� c '9 3 1 Tit POW Q $,-1 L1 Q:PL f.. M-3x9 M-3x4 2 in +, .+ � O � REGON�� �lV�' 4444*. M-5x12 0 1 * 11 12 13 Is 19 15 10 o o M-1.5x3 M-3x10 0.25" M-3x10 M-1.5x3 EXPIRES: 012/31/2017 MSHS-9x10(S) 1 1 1 1 1 1 1 5-02-15 4-06-04 7-10-05 7-10-05 4-08 5-01-03 1 1 35-03 '0 't*.g JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - DH1 Scale: 0.2146 _ �j.4w: A 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 and is for an individual ,‘e Truss: DH1 and Warnings before construction commences building componentApplicability of design parameters end proper gr 2.2x4 compression web bracing must be Installed where shown+ ncoryorel on of component la the responsibility of the building designer. / i 3.Add Oonel temporary bracing te^sure stebllity dur ng consirucfon 2.Design assumes the top and bottom chords to be laterally braced at _ §the res b IM1 I the erector.Additional t bracing f 2 o c.and at 10 o c.respectively unless braced throughout their length by '� 51398 pons yo permanen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) a.� DATE: 3/31/2017 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ (3 "(J+JOsr'I Fa SEQ.: K3 02 6217 4 No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. S` fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, -/OVALS- TRANS ID: LINK design loads be applied to any component and gn assume condition"ung at supports ger 5.CompuTrus has no control over and assumes no responsibility for the 6.Dee full bear tall su ria shown Shim or wedge I ssary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 31,2017 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 TPIANTCA in BCSI,copies of which will be Nmished upon request. lines coincide with joint center lines. • 9.Digtts indicate sae of plate in Inches. MiTek USA,Ino./CompuTms Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=(-2584) 565 1-10=(-444) 2182 10- 2=( 0) 272 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2088) 540 10-11=(-446) 2179 2-11=(-450) 173 WEBS: 2x9 DF STAND 3- 4=( 0) 0 11-12=(-340) 1965 11- 3=(-102) 575 LOADING 3- 5=(-1780) 530 12-13=(-340) 1965 11- 5=(-314) 100 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1780) 530 13-14=(-446) 2179 12- 5=( 0) 187 BC LATERAL SUPPORT <= 12"OC. CON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 14- 9=(-444) 2182 5-13=(-319) 100 TOTAL LOAD = 42.0 PSF 7- 8=(-2088) 540 7-13=(-102) 575 I 8- 9=(-2584) 565 13- 8=(-451) 173 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8-19=( 0) 272 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 1, 9: Heel to plate corner = 2.25" 0'- 0.0" -190/ 1481V -133/ 133H 5.50" 2.37 OF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 35'- 3.0" -190/ 1980V 0/ OH 5.50" 2.37 DF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.122" @ 17'- 7.5" Allowed = 1.717" MAX TL CREEP DEFL = -0.290" @ 17'- 7.5" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.5" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.5ft, 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. 13-00-11 9-01-10 13-00-11 1" Ic ,f ' 6-07-11 6-01-04 0-03-12 4-06-13 4-06-13 0-03-12 6-01-04 6-07-11 p T T TT T TT T �� ` !p1 Lss x 12 M-46 12 6.00 p ,9 M-3x8 6 M-4x6 'Cl 6.00 +,*GJ G'N 4, `= 89240PE f M-3x9 3x4 E OREGON ,1. M-3x8 '✓{. pi`! 4-) M-3x8 ri , t e- lyy Is+N to --- 0 1 ** 10 [�.n E I o M-1.5x3 M-3x8 0.25"121 M-3x8 M-195x3 **y EXg1RE ;, 1 137/201/ M-5x6(S) 1 1 y 1• 1 l 1 6-05-15 6-01-04 5-00-05 5-00-05 6-01-04 6-05-15 1 35-03 y . .R 1t1u,,�, y WAS -fi' JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - DH2 ,` 4 . " Scale: 0.2021 ,!04-#.(.4.'" WARNINGS: GENERAL NOTES, unless otherwise noted: t. -- I ,•• Truss DH2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is Mr an Individual tie - and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility or the building designer. -- 3.Additional temporary bracing toInsure stability during construction 2.Desgnassumesthetopandbottomessbatobe throughout their �w�'! 51398 '�' Is the responsibility or the erector.Additional permanent bracing of ,47 7 o c and at 70 00 respectively unless braced their length by - DAT E: 3/31/2017 the overall structure lathe responsibility of the building designer. continuous sheathing such as plywood shealhing(TC)and/or drywall(BC) 3 2x Impact bridging or lateral bracing required where shown++ © .GjgR� SEQ. : K3 02 6218 4.No load should be applied to any component until after all bracing and 4 Installation or truss s the responsibility of respective contractor. �yS `. 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, 49470N des' loads be applied tc ancomponent. and are for"d dblori Ouse. r'�IVAL - TRANS ID: LINK design oasyB.Design assumes full bearing at all supports shown.Shim or wedge if 5.ComW Trus has no control over and assumes no responsibility for the ry mmm fabrication,handling,shipment and Installation of components. 7 Design assumes adequate drainage is provided. March 31,20.1 17 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/uVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she or plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 D£ #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2589) 752 1-10=(-611) 2182 10- 2=( 0) 272 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-2088) 741 10-11=(-613) 2179 2-11=(-449) 155 WEBS: 2x4 DF STAND 3- 4=( 0) 0 11-12=(-574) 1965 11- 3=(-140) 575 LOADING 3- 5=(-1780) 698 12-13=(-574) 1965 11- 5=(-327) 159 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1780) 698 13-14=(-600) 2179 12- 5=) 0) 187 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 14- 9=(-598) 2182 5-13=(-326) 159 TOTAL LOAD = 42.0 POE 7- 8=(-2088) 741 7-13=(-140) 575 8- 9=(-2584) 752 13- 8=(-450) 155 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8-14=( 0) 272 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -284/ 1481V -133/ 133H 5.50" 2.37 DF ( 625) JT 1, 9: Heel to plate corner = 2.25" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 35'- 3.0" -284/ 1480V 0/ OH 5.50" 2.37 DF ( 625) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.122" @ 17'- 7.5" Allowed = 1.717" MAX TL CREEP DEFL = -0.290" @ 17'- 7.5" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.5" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 15-08-11 3-09-10 15-08-11 in the plane of the truss only. T '1 T f 6-07-11 6-01-04 2-11-12 1-10-131-10-13 2-11-12 6-01-04 6-07-11 p© T T T 9 T 6 T 4 ( �� ( ! :fi©Fess 12 12 /� AA,�c 6.00 M-4x6 M-3x8 M-4x6 Q 6.00 1"el''Y� � a ,. 40 .« 89200PE 9f M-3x4 M-3x4 B OREGON tzi M-3x8 ilq -f"'i M-3x8 R 10- v. ti N ie 8' *eaMM '6 N 0 1 ** 10 11 12 13 19 **9 o M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 EXPIRES: 12/31/2017 M-5x6(S) l l 1 l l y )' 6-05-15 6-01-04 5-00-05 5-00-05 6-01-04 6-05-15 l 1 35-03 awe. -,....,;,/ JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - DH3 Ra �- ,��� Scale: 0.2021 op !' /'t•�GENERAL NOTES, unless otherwise noled. �A .f y+ WARNINGS: - -4 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown ands for an individual �� Truss: DH3 and Warnings before construction commences building component Applicability of design parameters and proper oY 2.2x4 compression web bracing must bel stalled where shown 4. incorporation ofcomponenls the responsibility of the building designer. V./ � 3.Additional temporary bracing to insure stability during construction2 Design assumes the top and bottom chords I be I terally braced a - 31398 s the responsibility f the erector.Additional I brach f Zo.c.and sheathing such asplywood lywespectiveN nlessbracadlhroughoutiheirlengthby `", pores y o permanent g o continuous sidgingor ouch l b acing re sheataired in ere s and/own 9 drys ll(BC) Q.,4, eGISTESL [}_+7( DATE: 3/31/2017 the overall structure s the responsibility of the building designer. 3.2x Impact bridging ng or lalerel bracing required where shown+. �{' _ SEQ. : K3 02 6219 4.No load should be applied to any component until after all bracing and 4Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, s`--NAL -- TRANS ID• LINK design loads be applied to any component. and areforuefllbea of 5.CompuTrus has no control over and assumes no responsibility for the a necessary Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage N provided. March 31,2017 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPIANTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(7 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP e LUMBER SPECIFICATIONS TRUSS SPAN 10'— 8.5" 'COND. 2: Design checked for net(-5 u lift at 24 "oc s acin psf)2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 p ) p p g• BC: 2x9 DF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21ft, 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 = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-04-09 5-09-09 1' 1' T 12 12 8.00 V I IM-4x4 Q8.00 Odi ,4I11 , ` 8920.0PE o kr 17 o �iA ViI yG OREGON o, 4..44/ 1 M-3x4 M-3x4 MSR RILLV y y y . EXPIRES: 12/31/2Q17 1-00 10-08-08 1-00 ILIZILL 8 a o WAS '4- JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - El �a� _ e� • i.Scale: 0.5354 L 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 Be parameters shown and is for an Individual l` Truss: El and Warnings before construction commences building component.Appliability of design parameters end proper 2.2x4 compression web bracing must be lnsla lied where shown incorporation of component s the responslb lily of the building assigner. irr 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,y('iA 398 py . is the responsibility of Me erector.Additional permanent bracing of 2'o.c.and at 10.a c respectively unless braced throughout Belt length by - DATE: 3/31/2017 Me overall structure8Ia me responsibility of budding sea continuous sheatbig such as plywood sheathing(TC)and/or drywall(BC). ng gner. 3 rax Impact badging or lateral bracing required where shown t, Q ��XS rERG� SEQ.: K3 02 622 0 4.No load should be applied to any component unt after all bracing and 4 Installation of truss s the to bIffy of the respective contractor. � � fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used sea non corrosive environment, TRANS ID: LINK design bads be applied to anycomponent. -c''''' and are for dry condition"of use. ONA1✓ 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating el all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7 necessary. _- .Demon uiasredprovided.Plates 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. MiTek USA,Inc./CompuTrus uTrus Software 7.6.8 1 LE- 9.Diggs Indicate sae of plate in Inches. P ( ) 10.For basic connector plate design values see EOR-1311,EOR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-08-08 GIRDER SUPPORTING 35-09-00 FROM 9-00-00 TO 10-08-06 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 62 2- 7=(-262) 1684 7- 3=( -88) 58 BC: 2x8 DF#2 2- 3=(-2046) 376 7- 8=(-264) 1888 3- 8=( -98) 266 WEBS: 2x4 DF STAND LOADING 3- 4=(-1894) 420 8- 9=(-720) 3762 8- 4=( -420) 1890 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1882) 422 9- 6=(-742) 3866 8- 5=(-2632) 622 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 10'- 8.5" V 5- 6=(-4502) 958 5- 9=( -704) 3216 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 9'- 0.0" V BC UNIF LL( 921.9)+DL( 306.9)- 728.8 PLF 9'- 0.0" TO 10'- 8.5" V OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADUL: BC CONC LL+DL= 3522.0 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 0'- 0.0" -303/ 1442V -1000/ 1000H 5.50" 2.31 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 6.5" -955/ 4315V -1000/ 1000H 5.50" 6.90 OF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 6" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 5-04-04 5-04-09 MAX LL DEFL = 0.017" @ 7'- 6.9" Allowed = 0.490" T f f MAX TL CREEP DEFL = -0.068" @ 7'- 6.9" Allowed = 0.653" 3-03-05 2-00-15 2-00-15 3-03-05 MAX HORIZ. LL DEFL = -0.004" @ 10'- 3.0" 1 '1' 1' MAX HORIZ. TL DEFL = -0.009" @ 0'- 5.5" 12 12 'COND. 3: 1000.00 LBS SEISMIC LOAD. I 8.00 � M-4x6 Q 8.00 4.0" Design conforms to main windforce-resisting 9 system and components and cladding criteria. �� Wind: 140 mph, h=21ft, 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 M-3x6 AHN6.....M-3x8 in the plane of the truss only. 3 c� 8920O:PE 666.. ...c.- ‹jk - tS:s1 9roM se ® -' �o OREGON (�� o I■I 6 0 '�A /mil � 7 8 9 6�'4 M-5x16 M-3x10 M-3x10 M-3x10 M-5x16 _...1)'. - 2CY 'yER Ri t+\" 3522# y y 3-01-09 y 2-02-11 2-02-11 y 3-01-09 EXPIRES:, 12/31/2017' b .1 1, 1-00 10-08-08 S o9. o WASj , JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - EGIRD °Ai - -, •?a '''' Scale: 0.4713 C i` a.' WARNINGS: GENERAL NOTES, unless otherwise noted: , /F NI -. 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is Mr an Individual � r Truss: EGIRD and Waengs before construction commences building component.Applicability of desparameters and proper �r 2.2x4 compression web bracing must be installed where shown+. p el on of component Is the responsibility of the building designer. / j �,s 3.Additional temporary bracing to insure stability during construction 2 Design assumes the traps and bottom chords to be laterally braced al _ 51398 `a s the responsibility of erector.Additional permanent ( 2' and at 10 o.c. pectNely unless braced throughout their length by J 70 59 • pons yo permanen bracing continuous sheathing such era splywood shealhing(TC)and/or drywall(90). 0 4t1 11X DATE: 3/31/2017 the overall structures the responsibility of the binding designer. 3.2x Impact bridging or lateral bracing required where shown++ il1i3 SEQ.: K3026221 4 No load should be applied to any component until after all brec:ng end 4 Installation oftruss:s the responsibility of the respective contractor.fasteners are complete and at no bee should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment ` ONALS and TRANS ID: LINK design loads be applied to any somponeet. DesgnassssumBB condition"ansa. 5.CompuTrus has no control over and assumes no responvbility for the 8. e full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 31,201 7 6.This design is furnished subject to the limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate she of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(M:Tek) This design prepared from computer input by JP • LUMBER SPECIFICATIONS TRUSS SPAN 19'— 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.Eft, 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 = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 4-152 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-09 7-09 12 8.00 I I M-4x4 12 Q 8.00 3 I I RD PQk�K� , Nss . GE /, 40 414 `� 89200PE 9v cm /— 2 ogri \ekORRPON A� FR R;11.s\'': M-3x9 M-3x4 EXPIRES, 12/31/2017 1 l y y 1-00 19-08 1-00 .0'RJL.L& 4' ) %V VWA3 JOB NAME : LENNAR 3180—E BAINBRIDGE ENGLISH — F1 • a is Scale: 0.4544 ,'' p WARNINGS: GENERAL NOTES, unless otherwise noted: Truss Fl 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 `, and Warnings before construction commences building componentApplicability of design parameters and properwe 2.204 compression web bracing must be installed where shown Incorporation of component Is responsibility of the building lding deagner. /1r 2.Design assumes the top and bottom chords to be laterally braced at ,� pL 3.Additional temporary bracing to insure stability during construction z o c and at 10'o.c respectivaN unless braced throughout their length by 51348 is the overall structure responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall DATE: 3/31/2017 the overall structure is the responsibility of the building designer. (BC). 3 2i Impact bridging or lateral bracing required where shown., �,. ..GISTSR1 S E K3 02 62 2 2 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the re � ` 4• 5.Des responsibility of the respective contractor 4.� fasteners are complete and at no time should any loads greater than Design assumes trusses are to be used Ina non corrosive environment, 1'• O!Y AL� TRANS I D: LINK design loads be applied to any component. and are far dry condition"Diose. 5.CompuTrus has no control over and assumes no responsibility for the S.Desitin assumes full bearing al all supports shown.Shim or wedge i( . fabrication,handling,shipment and Installation ofcomponents. necessary.7 •. Designassumesbeeaded on drainage ioprosse n March 31,2017 6.The design is furnished subject to the lmllations set by B.Plates shall be located on both(aces of truss,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9Digits Indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E . 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-6=(-22) 421 6-3=(0) 341 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-648) 127 6-4=(-22) 421 WEBS: 2x4 DF STAND 3-4=(-648) 127 LOADING 9-5=( 0) 63 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -119/ 730V -119/ 119H 5.50" 1.17 DF ( 625) 14'- 8.0" -119/ 730V 0/ OH 5.50" 1.17 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. I BOTTOM CHORD CHECKED FOR IOPSF 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" MAX LL DEFL = -0.002" @ 15'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 8.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.103" @ 3'- 10.8" Allowed = 0.543" MAX TC PANEL TL DEFL = 0.294" @ 3'- 10.6" Allowed = 0.815" MAX HORIZ. LL DEFL = 0.004" @ 14'- 2.5" MAX HORIZ. TL DEFL = 0.007" @ 14'- 2.5" 7-04 7-04 'I' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 IIM-4x9 Q 8.00 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=l.6, �� Truss designed for wind loads in the plane of the truss only. 1/4: 4��� 7 NGINE�cfy /Q• 9� $924Q:PE • G �OREGON�� �lCi, PLI 1 M-3x4 M-1.5x3 M-3x9 y(�RR11��- y l l EXPIRES; 12/31/2017 7-09 7-09 > y l ) 1-00 19-08 1-00 ,y+ y OV WA� Y6 JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - F2 4;51,4' 3. '- Scale: 0.3669 .�� /p " WARNINGS: GENERAL NOTES, unless olhesese 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 �gr Truss: F2 and Wamngs before construction commences. building component Applicability of design parameters and proper 2 2x4 compression web bracing must be Installed where shown+ Incorporation of component Is the responsibility of the budding designer /•'! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at �'1 51398 "Y Is the responsibility of erector.Additional permanentof 2 o c and at t0 o.c respectively unless braced throughout their length by .{� pone y o permanen g continuous sheathing such as plywood Wealhing(TC)and/or drywall(BC) �GFST DATE: 3/31/2017 the overall structure Is the responsibility of the building desgner. 3.W Impact bridging or lateral bracing required where shown++ GIS tA 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. l S EQ. : K3 02 622 3fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non corrosive environment,TRANS TRANS ID: LINK design loads be applied to any component Desnd arefsr mecondition" full b a or at a. 5.CampuTms has no control over and assumes no responsibility for the 8 Decessaassumes full beanng at all supports shown.Shim or wedge if ry ((�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 3 1 i 2l/1 7 5.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 size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E to.For basic connedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS 14-08-00 GIRDER SUPPORTING 35-09-00 FROM 9-00-00 TO 14-08-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4520) 958 1- 7=( -710) 4152 7- 2=( -226) 104 BC: 2x8 DF #2 WEBS: 2x4 DF STAND; 2- 3=(-4528) 1036 7- 8=( -714) 4158 2- 8=( -166) 524 LOADING 3- 4=(-5414) 1240 8- 9=( -700) 4138 8- 3=( -90) 514 2x4 DF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-7218) 1606 9-10=(-1212) 6300 3- 9=(-1116) 4890 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 8.0" V 5- 6=( 0) 62 10- 5=(-1226) 6358 9- 4=(-1842) 446 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 0.0" V 9-10=( -488) 2230 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 9'- 0.0" TO 14'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3498.0 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -598/ 2856V -1500/ 1500H 5.50" 4.57 DF ( 625) ( 2 ) complete trusses required.rY'([Y] LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 8.0" -1354/ 6012V -1500/ 1500H 5.50" 9.62 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR ORPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 6" oc in 2 row(s) throughout 2x8 bottom chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-1)/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.037" @ 8'- 1.8" Allowed = 0.687" MAX TL CREEP DEFL = -0.135" @ 8'- 1.8" Allowed = 0.917" 7-04 7-04 MAX LL DEFL = -0.001" @ 15'- 8.0" Allowed = 0.100" T f f MAX TL CREEP DEFL = -0.001" @ 15'- 8.0" Allowed = 0.133" 3-11-03 3-04-13 3-04-13 3-11-03 MAX HORIZ. LL DEFL = -0.010" @ 14'- 2.5" f f f f f MAX HORIZ. TL DEFL = 0.023" @ 14'- 2.5" 12 8.00 1.,/' M-6x8 Q 8.00 'COND. 3: 1500.00 LBS SEISMIC LOAD. 3 6.0" Design conforms to main windforce-resisting .0 system and components and cladding criteria. filiN Wind: 140 mph, h=21.6ft, 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. M-3x6 /\ M-3x6 2 0�© PROpi- it 44$ . ..,,c,,,a vs\GIN4,./9 6>0. 8920OPE -7 M-5x16 M-5x16 001AI A 4 66 wil 1111 II 1 t) 4t- � ® ,�OREGON o J....-. 7 ® ® 10 o y o 6 <® :.ilk 14 2Q, ,Q' M-3x8 M-7x12 M-7x12 M-3x8 0 iliSRRIL y y y 13498# y . EXPIRES.- 12/31/2Q17 3-09-07 2-08-13 1-07-09 2-08-13 3-09-07 y y y 14-08 1-00 .01tRILL.6, a� o WAS, JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - FGIRD �f , �A II Scale: 0.39704if \ / '� Q k✓ WARNINGS: GENERAL NOTES, unless on the noted. ' Truss FGIRD 1.Builder and erection contractor should be advised of all General Notes This design s based only upon the parameters shown and is for an individual l�. and Wam ngs before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+ incorporate of component's the responsibility of the fou Id ng designer ' 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced al mid Is the responsibility of the erector.Additional permanent baling of T a.c and a110 o c respectively unless bated throughout their length by 51358 DATE: 3/31/2017 the overall structure is the responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a.No loadahoumbea am an 3 2almpaabdoemgorlatestbrecmgrequiredwhoresnown.+ SEQ. : K3026224 .GIST�R c4c': applied any 4.Installation of truss Is theresponsibiliyoftherespectivecontactor. ss+ C1 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK design loads beapplied toany component. Designand for"dry ben owae rQNt�3�,- 5.CompuTrus has no control over and assumes no responsibility for the 6. eassumes full bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ssery. - 8.This design is furnished subject to the limitations set forth by T.Plates assumes adequate tondrainagetis truss,andd. 31,2017 8.Plates shall be located on both faces of truss, placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate sae of plate in inches. 70.For basic connedor plate design values see ESR.I 311,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #1&13111 SPACED 29.0" O.C. y s sign and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL( 25.0)+DL( BC LATERAL SUPPORT <= 12"OC. UON. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads - in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. N-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-11-08 7-11-08 l' 'I T 12 12 I IM-4x4 8.00 ':18.00 3 � �eq,,t;0 RQ , 89200PE 2 ORE N ��Viat � o AWS l `iN Q 1 \ RR-:I A 0 M-3x4 M-3x4 EXPIRE&. 1P13112017 1-00 15-11 1-00 RRM , JVJAS441.4, JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - G1 ' . 'o � Scale: 0.4335 --",-' E•2�, • WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown ands for an individual „`t Truss: G1 and Warnings before construction commences building component Applicability of design parameters and proper 2 2x4 compression webbrocngmustbenslalledahereshown+. incorporation ofcomponent isthe responsibility ofthe bwIdngdesigner /�';r 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bolt chords to be laterally braced at C 1 398 {,,. S the responsibility of erector Additional permanent ng of 2 o.c and at 10'o.c.respectively braced throughout their length by 51770 'lr pons y o permanen continuous sheathing such plywood sheathing(TC)and/or drywaM1311 �� �TXST R DATE: 3/31/2017 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lata I bracing required where shown++ 4 No load should be applied to any component until after all bracing and 4 Installation of trues Is the responsibility of the respective contractor. k,Sij V SEQ.: K3 02 62 2 5 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses t be used Ina nen-comosve environment `� AI, to and are for"dry condition"of use. TRANS I D: LINK design tootle be appliedo any component. far the 6.Design assumes full bearing al all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibilitynecessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 31,2017 6.This design Is furnished cabled 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. 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-1311,ESR-1988(MiTek) This design prepared from computer input by SP ..LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 63 2- 8=(-116) 629 3- 8=(-205) 199 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-847) 220 8- 6=(-192) 629 8- 9=( -87) 416 3- 4=(-690) 187 8- 5=(-205) 199 LOADING 9- 5=(-690) 187 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-847) 220 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 63 OVERHANGS: 12.0" 12.0" 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" -126/ 782V -129/ 129H 5.50" 1.25 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 15'- 11.0" -126/ 783V 0/ OH 5.50" 1.25 DF ( 625) BOTTOM CHORD CHECKED FOR DSPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.019" @ 7'- 11.5" Allowed = 0.750" MAX TL CREEP DEFL = -0.034" @ 7'- 11.5" Allowed = 1.000" 7-11-08 / 7-11-08 MAX LL DEFL = -0.002" @ 16'- 11.0" Allowed = 0.100" f MAX TL CREEP DEFL = -0.003" @ 16'- 11.0" Allowed = 0.133" A 4-01-05 3-10-03 3-10-03 4-01-05 MAX _ HORIZ. LL DEFL f f i A f MAX HORIZ. TL DEFL = 0.0112" @ 15'- 5.5" 12 12 8.00 17- ))M-4x9 '''18.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 9 � Ip Wind: 190 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14_1.5.31.5x3 ` viii (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the C truss only. � � P f✓pt M-1.5x3 �cj�. NAGINEe �/ c. c41,z 892000E GC1.14 9- 01. OREGON �IVQ I __AillIllihhlh-. - . I'VAIIIIIhhhhh.' . � m 6 OREGON t M-3x8 7 ' RR,1L\•�, o M-3x4 M-3x4 0 y y y EXPIRES:. 12131/2017 7-11-08 7-11-08 ,l' J'l 15-11 J. b 1-00 4419 ,r WA . 1i" JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - G2 .;01, '� . ,p. ,� Scale: 0.3460 WARNINGS: GENERAL NOTES, unless otherwise noted: ��. Truss: G2 1.Builder and erection contrractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7 and Wam ngs before construction commencesbuilding component Applicability of design parameters and proper - 2.2,4 compression web bracing must be Installed where shown i Design assumes the top and bosigner. 'u 3.Additionaltemporery bracing to insure stability during construction 2bottomm chords to be laterally braced at yet / �/ incorporation of componentis the responsibility of the building de Is the responsibility of the erector.AddNonal permanent bracing of T c c end a170'o c.respectively unless braced throughout their length by 31338 v DATE: 3/31/2017 the overall structure is the responsibility of the banding Designer continuous sheathing such as plywood sheathing(TC)anWor drywall(BC) Q 4.No load should be applied an bracing 3.2x brion idging or lateral bracing requiredfthe whereshownv+ ¢G13" R_` SEQ.: K3026226 pee no until greaten d 4 DesignInstallaassumes estrusme reasonabilitytbuin non-corrosive coenvironment, nviror. G fasteners are complete and at no tlma should any tootle greater man 5 Design assumes trusses are to be used In anon-corroswe environment 4' TRANS I D: LINK design loads be applied to any component. and are for"dry condition"awee. tQj Aj�+,_ 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes lull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7 necessary. q q _. 6.Thm design Is furnished subject to the limitations set forth by 8 Designsshaltb assumes adequate ndrainage a Is truss, an d M arch J I,2��7 B.Plates shall be locateds on both faces o(Imss,and placed so their center TPINVTCA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(11.)-E S.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-7311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-11-00 GIRDER SUPPORTING 95-09-00 FROM 9-00-00 TO 15-11-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5928) 1286 1- 7=( -974) 5284 7- 2=) -206) 116 2- 3=(-5936) 1372 7- 8=) -976) 5288 2- 8=( -198) 534 BC: 2x8 DF STAND; LOADING 3- 4=(-5930) 1368 8- 9=(-1592) 7646 8- 3=(-1450) 6308 WEBS: 2x4 DF STANLL = 25 PSF Ground Snow (Pg) 4- 5=)-8932) 2018 9- 5=(-1558) 7726 8- 4=(-2994) 734 2x6 DF SS A; 2x6 DF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 11.0" V 5- 6=( 0) 62 4- 9=( -809) 3556 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 9'- 0.0" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 546.9)+DL( 391.9)= 938.8 PLF 9'- 0.0" TO 15'- 11.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. ASDL: BC CONC LL+DL= 3498.0 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE Sq.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -789/ 3699V -1500/ 15008 5.50" 5.91 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 11.0" -1723/ 7617V -1500/ 1500H 5.50" 12.19 DF REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. --",- ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUNICONS. 2: Design checked for net(-5 par) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: \/�I 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 ,yvy\ 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = 0.049" @ 11'- 5.8" Allowed = 0.750" MAX TL 9" oc in 1 row(s) throughout 2x4 webs, CREEP DEFL = -0.168" @ 11'- 5.8" Allowed = 1.000" MAX LL DEFL = -0.001" @ 16'- 11.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.001" @ 16'- 11.0" Allowed = 0.133" 7-11-08 7-11-08 4 'f ' MAX HORIZ. LL DEFL = -0.013" @ 15'- 5.5" MAX HORIZ. TL DEFL = 0.032" @ 15'- 5.5" 4-06-15 3-04-09 3-04-09 4-06-15 1 1' 1' '( '1 ICOND. 3: 1500.00 LBS SEISMIC LOAD. 12 12 Design conforms to main windforce-resisting 8.00 1.- M-6x6 Q 8.00 system and components and cladding criteria. , 6.0" Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, II.=� IJ (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 onlpy. �+. M-3x5 M-3x8 '`+ �0 S' ��`` ,_ , 11110 , �lo � mak` 892�OPE 9f M-5x16 M-5x16 ORE�'aON !(� t ilkk riiiihih.... m AllatinillikktA%li 17, '©M}' 74,2��Q-a g 9 6 1 7 �RRI0- M-10x14 M-3x10 I M-1.5x3 - _ *3498# y y EXPIRES._ 1213112G17 y 4-05-03 y 3-06-05 1 3-06-05 4-05-03 J. b 1 15-11 1-00 RRIL , .g. 4�O W�ASSr,` `1 JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - GGIRD it Scale: 0.3598 ,r4-, VAI ?r''WG�° WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder end erection contractor should be advised of all General Notes 1 This designs based only upon the parameters shown and is for anndvdual --y�- Truss: GGIRD and wemmgs before construction commences buildng component.Applicability of design parameters and proper a incorporation of component is the responsibility of the building designer. i 2.2x4 compression web bracing must be Metalled where shown+. 2.Design assumes the top and bottom chords to be laterally braced atA 31398 3 Additional temporary bracing to Insure stability during construction T o.c.and at 11Y o c.respectively unless braced throughout the r length by `(" .4„,., �([ Is the responsibility o/the erector.Additional permanent bracing of continuous Nmathhg such as plywood sheathing(TC)and/or drywall(BC). Q G13T � 2 DATE• 3/31/2017 the overall structure Is the responsibility of the building designer. 3 D4 Impact bridging or lateral bracing required where shown++ !` SEQ.: K3026227 4 No load should be applied to any component until after all bracing and 4 Installation of truss la the responsb tyofNerespectvecontraltor. AgS41. ' fasteners are complete and at no time should any mads greater than B.Design assumes tmsses are to be used in a non-corrosive environment, 11YY SSS' n loads be applied to any component. and are for"dry condition"of use. design TRANS ID• LINK w ung ty 6.Design assumes full beadng at all supports shown.Shim or wedge if 5.Com Trus has no control over end assumes no res bili for necessary.fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. March 3.l 1,20 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 TPIAMTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inn./CompnTms Software 7.6.8(1 L)-E 10.For basic connedor plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC r LUMBER SPECIFICATIONS TRUSS SPAN 14'- 11.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 46 2- 7=) -74) 67 7- 3=(-590) 177 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-147) 119 7- 8=( -89) 90 3- 8=) -92) 429 WEBS: 2x9 DF STAND 3- 4=(-524) 107 8- 9=(-138) 469 8- 4=) -4) 140 LOADING 9- 5=) -83) 79 4- 9=(-541) 111 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( -5) 2 9- 5=(-155) 99 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF OVERHANGS: 19.3" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -81/ 435V -46/ 136H 3.50" 0.70 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.8" -75/ 696V 0/ OH 5.50" 1.04 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 14'- 11.0" -52/ 465V 0/ OH 5.50" 0.79 IF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,7,9 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/290, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 7.3" Allowed = 0.160" MAX TL CREEP DEFL = -0.021" @ -1'- 7.3" Allowed = 0.214" MAX LL DEFL = -0.008" @ 9'- 11.2" Allowed = 0.475" MAX TL CREEP DEFL = -0.021" @ 9'- 11.2" Allowed = 0.633" MAX TC PANEL LL DEFL = 0.015" @ 1'- 10.7" Allowed = 0.240" MAX TC PANEL TL DEFL = -0.023" @ 2'- 2.7" Allowed = 0.361" MAX HORIZ. LL DEFL = -0.003" @ 14'- 5.5" MAX HORIZ. TL DEFL = 0.003" @ 14'- 5.5" Design conforms to main windforce-resisting 4-10-08 5-01-02 4-07-10 0-03-12 system and components and cladding criteria. f f T T T 12 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3.00 1==- M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=l.6, 5 -/ End vertical(s) are ex,- Y Truss designed far. r.,,,,:,r.,,,,:,p/'�in the plane of -• - o Ores' _ M-33649 . 'S.' 4GINE$./9. 0 Oro M-3x4 0 47. A.)Vl..-E f 3 o • '8 2 , OREGON ��� I -'-i-' f- _..•odIIIIIIIIIIIIIIIIIIIIIIIIIII ...I 7 8 may eon ! This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 63 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(0) 96 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"00. 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" -103/ 266V -12/ 53H 5.50" 0.43 DF ( 625) 1'- 4.9" -111/ 184V 0/ OH 1.50" 0.29 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 0'- 10.2" Allowed = 0.073" MAX TC PANEL TL DEFL = -0.003" @ 0'- 10.7" Allowed = 0.110" MAX BC PANEL LL DEFL = 0.010" @ 3'- 6.6" Allowed = 0.354" 1-05-10 MAX BC PANEL TL DEFL = -0.097" @ 4'- 8.2" Allowed = 0.472" T ' MAX HORIZ. LL DEFL = -0.000" @ 1'- 9.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 4.9" 12 8.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ . c, tp PR©RFs. Cj" NGINES (5> 89240PE �'f- YJ xA __, M-3x4 '°-y.. OREGON �� �R117 . l 1 1, 1-00 8-00 EXPIRES:. 12/31/2017 a1 aitRat ii wes �I , JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J1 ow. ,I' � �1 . Scale: 0.6629 ��. ' " - WARNINGS: GENERAL NOTES, unless otherwise noted' - 1.Builder and erection contractor should be advised of all General Notes 1.This designisbased only upon the parameters shown and s for an individual Truss: J1 and VVamings before construction commences building component.Applicability of design parameters and proper i�� 2.2z4 compression web bracing must be installed where shown+ incorporation of component's the responsibility of the building deagner. _ � � 3.Additional temporary bracing to stability during constructor 2.Design assumes the top and bottom chords to be laterally braced at C t�np kri Is the responsibility of the erector.Additional permanent bracing of T nti and at 1 D o c.respectively unless braced throughout their length by ',P ,4, J 70 .(� DA'Z'E: 3 31 2 17 the overall structure Is the ra Ib f the build n deal conaluoua sheath ng such as plywood sheathing(TC)and/or drywell(BC) V k`�.r.pS- spons responsibility o g gner. 3.24 Impact bridging or lateral bracing required where shown++ '-G/STS�+ 4.No load should be applied to any component until after all bracing and 4.Installation dims is the responsibility of the respective contractor. A SEQ. : 1<3026229 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, design loads be applied to any component and are for"dry condition"of use. ASV. TRANS ID: LINK 5.CompuTrus has no control over and assumes no res bili for the 8 nDecessary. fabrication, full bearing al all supports shown.Shim or wedge if ponw ty fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. March 31,2017 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in 13C51,copies of which will be fumished upon requestlines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(0L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t • 11 This design prepared from computer input by JP ' / LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= BC: 2x4 DF #1&BTR SPACED 24.0" D.C. 2-3=(-51) 66 2-4=(0) 0 TC LATERAL SUPPORT G= 12"OC. UON. LOADING BC LATERAL SUPPORT G= 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" -40/ 323V -23/ B9H 5.50" 0.52 DF ( 625) 2'- 10.9" -164/ 199V 0/ OH 1.50" 0.24 OF ( 625) LL = 25 POE Ground Snow (Pg) B'- 0.0" 0/ 67V 0/ OH 5.50" 0.11 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,91 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.003" @ 1'- 9.2" Allowed = 0.194" MAX TC PANEL TL DEFL = -0.015" @ 1'- 7.2" Allowed = 0.292" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.119" @ 4'- 4.8" Allowed = 0.472" 2-11-10 f f MAX HORIZ. LL DEFL = -0.000" @ 2'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.9" 12 8.00 c77 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, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '' in the plane of the truss only. 0 N ct 89200PE vv • PIAMIMEMIIMMIIMMEMEMEMINEMIEMI o M-3x4 -. 7 OREGON I 45 ..,,,b -'74), 74,20N Ptelig : -RR;IL\-- ,i, b 1-00 8-00 1 EMPIRES: 1 13112017 .ositaz.6 JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J2 :a� �Vwasr � Scale: 0.5999 -eel e001::,. e • WARNINGS: GENERAL NOTES, unless otherwise noted. Truss J2 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and is for an lndivdual and Warnings before construction commences balding component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown a incorporation of component is the responsibility of the building designer. /Y' 2.Design assumes the top and bottom chords to be laterally braced at ,yo 3.Additional temporary bracing to Insure stability during construction7 o.c and at 10 o.c respectivelybraced throughout the i len h b 51398 is the responsibility of the erector.Additional permanent bracing a( continuous sheathing as unlesslength y DATE: 3/31/2017 the overall structure sena respons bitty of the building designer. gsuc plywood sheathing(TC)anmar drywall(BC). 3.In impact bodging or th ere)pacing required where shown contractor.t �T/STI y+ f 4 SEQ. : K3026230 4.to loadshouts nr leelled anbanytimphoulduntyafterelleate rhantl 4 Designta oftestrIs es retobe Iseoftaeretcorr00viron494.10 SS �h fasteners are complete and at no time should any haat greater man 5.Design assumes crosses are M be used n a non corrosive environment, 't©1VE1T+S 1..TT TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of sae. T% 5.CompuTrus has no control over and assumes no responsibility for the a oecegssaastumes full bearing al all supports shown.shim or wedge i( fabrication,handling,shipment and Installation of components. ry. 7.Design assumes adedon drainage ioprovided. an March 31,2017 6.This design is furnished suDled tame limitations set form by S.Plates shall be located on both feces of truss,and placed so their center TPINVTCA In 6151,copies of which will be furnished upon requestlines corneae with joint center lines. 9.Digits Indicate sae of plate In Inches. MiTek USA,Inn./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 79 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG 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" -33/ 374V -35/ 114H 5.50" 0.60 DF ( 625) 4'- 4.9" -159/ 164V 0/ OH 1.50" 0.26 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 73V 0/ OH 5.50" 0.12 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BEARING;Jts:2,3,41 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR IOPSF 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" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.154" MAX BC PANEL LL DEFL = -0.022" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.152" @ 4'- 1.4" Allowed = 0.472" 4-05-10 MAX BC PANEL TL DEFL = -0.029" @ 4'- 8.2" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 4'- 4.9" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 4.9" 8.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. '� Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. m o �� NGIN:sPlE6:1°. 98920 �'o �7 -� -/ © OREGO1M-3x4 y` '/� a MSR R 11,s\- y y ), EXPIRE& 12/31/2017 1-00 8-00 8 0 WASt;- JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J3 i �; " Scale: 0.5749 a�� 'j WARNINGS: GENERAL NOTES, unless otherwise noted: A -: 1.Builder and erection contractor should be advised of at General Notes I This design is based only upon the parameters shown and Is for an individual ` ' Truss: J3 and Warnings before construction commences building component.Applicability of design parameters and proper -7r 2.244 compression web bracing must be nstelled where shown mcorpuraton of component is the responsibility of the bulking designer. / f 3.Additional temporary bracing to Insure stability during construct on 2.Design assumes the top and bottom chords io be lateraly braced al rfi $1398 4' ' is the responsibility f the erector.Additional permanent bracing of T . and at t Cr o c respectively unless braced throughout their length by ^ pons Yoriging ng itch eral acing required lnereshnd/or drywall(BC). '-'7%,, va 5GTSTh DATE• 3/31/2017 the overall structure g the responsibility of the building designer. 3.14 Impact bridging or lateral bracing required where shown++ [ 4.No load should be applied to any component until after all bracing and 4 Installation of truss s the responsibility of the respedve contractor. ' SEQ.: K3 02 6231 fastenerscomplete and at no time should any loads greater than 5.Design assumes trusses are to be used in non conosne environment. s�10NAL {3 TRANS ID: LINK desgnbads beapplied toany componeM Designand ss mesdry fllbea of use. 5.CompuTrus has no control over and assumes no responsibility for the ne.De sign full bearing at at supports shown.Shim or wedge if 7 �jr� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 3.1 1,207 8.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 TPIANTCA in SCSI.copies of which will be furnished upon request. Ones coincide with joint center lines a 9.Diets indicate size of plate in inches. M)Tek USA,IDC./CompuTrus Software 7.6.8(11)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by Jr, + LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-114) 97 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. OON. 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" -33/ 422V -46/ 146H 5.50" 0.67 DF ( 625) 5'- 10.9" -143/ 186V 0/ OH 1.50" 0.30 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ LLOH 5.50" 0.13 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IeROVIDE PULL BEARING;Jts:2,3,4I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. (I-- OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP N: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.120" @ 3'- 2.1" Allowed = 0.435" 3 MAX BC PANEL TL DEFL = -0.182" @ 4'- 1.4" Allowed = 0.472" 12 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 8,00 17 0 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,RCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads m in the plane of the truss only. 0 o p -<<- t0 S ROFt 89200PE of s ,- �, � OREGON et- 1 04-3x4 Y 14, 2°:-+' ,: ), k y EXPIRE: 1211(2017 1-00 8-00 t v WAS e1 ., JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J4 Scale: 0.5499OA .,A'.. A S' • w ,�, WARNINGS: GENERAL NOTES, unless otherwise noted. is. / "• 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 4 7 Truss: J4 and Warnings before construction commences building component.Applicability of design parameters and proper wa g Incorporation of component is the responsibility of the building designer. r 2.2x4 compressionb brach must be Installed where shown+ Ir 3.Additional temporary bracing to nears stability during construction 2.Design assumes the top and bottom chords to be laterally braced at aQpp Is the responsibility of the erector.AddRlonaI permanent bracing of T o c andat iG o c respectively unless braced throughout their length by 1) 39p DATE: 3/31/2017 the overall structure hire responsibility f the building designer. continuous sheathing such as plywood sheath ng(TC)and/or drywaNBC) aPona y o g 9 3 It Impact bridging or lateral bracing required where shown++ GI$'i' R• SEQ. : K3026232 4 No load should be applied to any component until after all bracing and 4.Installation of truss the responsibility of the rmpeclve contractor. AT 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, SfQNAL "drTRANS ID: LINK design loads be app led to any component and are f55m condition"of use.es" 5.CompuTrus has no control over and assumes no responsibility for the a Design assumes full bssdn8 at all euppods shown.Shim or wedge If fabrication,handling,shipment necesssry. pment 10100llimitaionssetf 7.Design assumes adequate drainage Is provided. March 31,2017 8.ThN design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. Itnes coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./Compuhns Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1S88(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 BC: 2x4 DF #109TH SPACED 24.0" O.C. 2-3=(-146) 117 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 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" -38/ 466V -58/ 177H 5.50" 0.75 DF ( 625) 7'- 4.9" -123/ 209V 0/ OH 1.50" 0.33 OF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 97V 0/ OH 5.50" 0.15 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL IrROVIDE FULL BEARING;Jts:2,3,9 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 1EPSF 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" 7-05-10 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005" '' MAX TC PANEL LL DEFL = 0.283" @ 4'- 5.6" Allowed = 0.556" 3 MAX TC PANEL TL DEFL = -0.337" @ 4'- 2.6" Allowed = 0.833" MAX HORIZ. LL DEFL = -0.001" @ 7'- 4.9" 0 MAX HORIZ. TL DEFL - -0.001" @ 7'- 4.9" 12 8.00 la. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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. ro n pp© " �N� 04GINE�c� �'! 17 89200P f o OREGON W M-3x4 ,p ME4RI O- EXPIRE& 12/31/2017 b ), l 1-00 8-00 4'0 sv WA #> JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J5 Scale: 0.4879 10 ..f:jr..,,,--;,,,,,or�. is WARNINGS: GENERAL NOTES, unless otherwise noted. s. 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for an individual ` l Truss: J5 and Warnings before construction commencesbuilding component.Applicability of design parameters and proper 2.914 compression web bracing must be nstalled where shown�. incorporation ofcom:anent lathe responsibllty of the building designer. /ori,r 3.Additional temporary bracing tonsure stability during construction 2 Design %+ thetop d bottom chords to be laterally braced at .+'Q• 51398 4 by s the responsibility of the erector.Additional pemmnent bracing of continuous t .. pe tvelyunlessbracetlthroughouttherlength). X� S�fj� DATE: 3/31/2017 tneoveranstruct89 amore sfmll rtheb idrn dessheathing hasplywootlshealhing(TC)entl/artlrywall(BC) © �GJJTSR responsibility o g gner. 3.2x Impact b dg g or lateral bracing required where shown t 4 SEQ.: K3026233 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1k fasteners are complete and at no time should any wads greater than 5.Design assumes susses are to be used n a non-corrosive environment and are for dry cerMNlon'of use. ��ONTAL TRANS ID: LINK design loads be applied to any component. 6 Design assumes full bearing at all supports shown Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the - ssary. I, p q fabrication,handling,shipment and installation of components. 7.Platgn assumesadequatedrainage is provided March 31,2017 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 TPIIW TCA 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,Ins/CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate dedgn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP • LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 63 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-175) 130 3-4=( -61) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 473V -66/ 220H 5.50" 0.76 DF ( 625) LL = 25 POE' Ground Snow (Pg) 7'- 9.2" 0/ 160V 0/ OH 5.50" 0.26 DF ( 625) 6'- 0.0" -180/ 331V 0/ OH 1.50" 0.42 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 4 -/ IrROVIDE FULL BEARING;Jts:2,5,31 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 3 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 8'- 11.6" Allowed = 0.097" 12 '/ MAX TL CREEP DEFL = -0.003" @ 8'- 11.6" Allowed = 0.129" 8.00 1/ MAX TC PANEL LL DEFL = 0.388" @ 4'- 9.2" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.437" @ 4'- 6.1" Allowed = 0.897" MAX HORIZ. LL DEFL = -0.002" @ 7'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. m o Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, iTruss designed for wind loads to in the plane of the truss only. . E© Ci1ft5 ` � ' � 48N2I0NOEPE �2o o ` P11-111 5_� ,4/".'OREGON 10�' M-3x4 ®' .. 44,5if .P MRRIL- y l l 1 EXPIRES: 12/31/2017 1-00 8-00 0-11-10 L JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J6 9,,Q Scale: 0.5114 • �� WARNINGS: GENERAL NOTES, unless otherwise noted. •. • ti'/ .; I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown ands/or an individual ke Truss: J6 and Wam ngs before construction commences bolding component.Applicability of design parameters and proper Crzincorporation oloomponenrs me responsibility the building ntlestgner. .24tom compression web bracing musbe installed where shown 4 3.Additional temporary bracing to insure stability during construction T o c and at 1 2.Design assumes the top and bottom chords to be laterally braced at �'I 1 51398 ,_,c.,": is the responsibility of the erector.Additional permanent bracing of d o n respectively unless braced throughout their length by '1'l': 3/31/2017 the overall structure sthereresponsibility of building deal continuous sheathing such as plywood sheathing(TC)end/or drywaRBC). - pyy(- DA '�' spans y o g goer. 3 2s Impact bridging or lateral bracing required where shown v � j�` 1 SEQ.: K3 0 2 6 2 3 4 4.No l er re uld be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than s Design assumes trusses are to be used in a non-corrosive environment, �'C1NAL ' G TRANS ID: LINK design loads be applied to any component. alio are for do conditionof use. 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it - fabrication.handling,shipment and installation of components. necessary. - 7.Pdsgnasslbelcaedaneothfacelo truss. March 31,2017 8.This design Is furnished subject to the limitations sal forth by 8.Plates shall be located on both laces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate In Inches. MiTek USA,Inc./CempuTms Software 7.6.8(1 L)-E 18.For basic connector plate design values see ESR-7311.ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 5.6" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-5=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3-(-231) 216 3-4=(-112) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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 ERG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -30/ 443V -82/ 242H 5.50" 0.71 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 7'- 11.2" -247/ 474V 0/ OH 1.50" 0.61 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10'- 5.6" -42/ 12V 0/ OH 1.50" 0.02 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 4 (PROVIDE FULL BEARING;Jts:2,5,3,41 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0 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 = 0.307" @ 3'- 10.7" Allowed = 0.598" MAX TC PANEL TL DEFL = -0.246" @ 3'- 11.0" Allowed = 0.697" 12 3 MAX HORIZ. LL DEFL = -0.003" @ 7'- 11.2" 8.00 I7 MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2" 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,h load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. 0 r f?2V0 C I1.QI��a' . c 89200PE 1:7c et 444 o A_OREGON 1 /.0 4Y 14,SOS P}. o f .� 5.t 1 M-3x9 *RR.IV\", V. EXPIRES:. 12/31/2017 b Jr l Jr 1-00 8-00 2-05-10 JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J7 iffp jrs ,A Scale: 0.4519 .1rØ 4 WARNINGS: GENERAL NOTES, unless otherwise noted: � I --r 1.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown ands for an individual Truss: J7 and Warnings before construction commences building component.Applicability of design parameters and properr 2 204 compression web bracing must beinstalled where shown incorporation of componentO`, is the responsibility of the building designer. / ! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 5 398 slits responsibilitypons of the erector.Additional permanent bracing of 7 and at f0 oc respectively unless braced throughout their length by ' DATE: 3/31/2017 the overall structure Is the responsibilityfthe bq(din des continuous sheathing such as plywood sheath here s ownand/•drywali(BC) 0 GI$' � o g 9^er. 3.Dr I p t bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4 Installation of truss s the respo^s bllay of the respective contractor. sP T. SEQ. : K3026235 fasteners are complete and atnotime should any loads greater than 5.Design assumes trusses are to beused nanon-corrosive environment, ZONAL TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 8.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fag bearing at all supports shown.Shim or wedge if mcemary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 3 1,2017 B.This design is furnished sublet to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIANrCA in BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate site 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 JP • LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-5=(0) 0 BC: 2x4 DO #1&BTR SPACED 24.0" O.C. 2-3=(-275) 259 3-4=(-112) 48 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 444V -94/ 276H 5.50" 0.71 IF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50" 0.24 DF ( 625) 7'- 11.2" -259/ 473V 0/ OH 1.50" 0.60 OF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.6" -38/ 60V 0/ OH 1.50" 0.10 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (PROVISO FULL BEARING;Jts:2,5,3,41 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 0 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 = 0.211" @ 4'- 5.8" Allowed = 0.598" MAX TC PANEL TL DEFL - -0.251" @ 3'- 11.0" Allowed = 0.897" MAX HORIZ. LL DEFL - -0.004" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 12 8.00 Design conforms to main windforce-resisting 3 system and components and cladding criteria. 0 Wind: 140 mph, h-23.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, mTruss designed for wind loads o in the plane of the truss only. 0 <,\N�o PRo sV N. - NFA# 0 89200PE of 'Z!OREGON 44,- I MSo � R R l L5I M-3x4 EXPIRES: 12131/2017 1, l 1, ), 1-00 8-00 3-11-10 was �. JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J8 •4',,. a Scale: 0.4092 op r/ -'• �. WARNINGS: GENERAL NOTES, unlessofhenvlsenoted, --/I' , r �♦ 1.Builder end erection centactor should be advised of all General Notes 1 This designs based only upon the parameters shown and Is for an indiv dual - Truss: J8 and Warnings before construction commences building component.Applicability of design parameters end proper e', incorporation of componentalbe res / - 2.204 compression web bracing must be Installed where shown Presponsibility of the laterally g agner / "r 3.Additional temporary bracing to Insure stability during censirucilso 2.Design assumes the top and bottom chords braced bethroughout braced at .s,i�{1 Aw is the responsibility of the erector.Additional permanent bracing of T o.c and at 17 c c respectively unless their length by - 0r 31348 ,cry^t DATE: 3/31/2 017 the overall structure Is the responsibihty o(the bu(ding tles goer cent nuous sheathing such as plywood sheathng(TC)and/or drywall(B5) p'{��(K� 3 2K Impact bridging or lateral bracing required where shown 4* 98%,n � 1 SEQ. : K3 02 62 3 6 4.No bad should be applied to any component until after all bracing and 4 Installation of truss s the responsibility of the respective contractor. l) *� ,la fasteners are complete and at no time should any loads greater than 5 Desgn assumes trusses are to be used In a non-corrosive environment, IO4YAL TRANS ID: LINK design loads be applied is any component. VA- and are for"dry condition.of osis AY B.CompuTas has no control over end assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if fabrication,handling,shipment end Installation of components. scary. 7 Pat snhll assumes adequateondrainage is provided. March 31,2017 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 TPIAN/CA 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 LISA,Inc./CompuTnts Software 7.6.8(7 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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) 63 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-101) 89 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 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" -33/ 403V -41/ 133H 5.50" 0.64 DF ( 625) 5'- 3.5" -150/ 177V 0/ OH 1.50" 0.28 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 78V 0/ 'PROVIDE 5.50" 0.13 DF ( 625) STORAGELIMITED OF IIBC 20ANDIRC2015NOT BEINGMET. p-51T 15 LY DUE TO THE AL ROVIDE FULL BEARING;Jts:2,3,9 REQUIREMENT 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.146" MAX TC PANEL LL DEFL = 0.093" @ 2'- 10.4" Allowed = 0.386" 5-09-09 MAX BC PANEL TL DEFL = -0.172" @ 4'- 1.4" Allowed = 0.472" T f MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.5" 12 3 -/ MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.5" 8.00 177 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, 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. u-) 0 i co. 1?,..t:G IP::::4#6,tsi‘/.0 re 44/ 17 89200PE r r /- o ►�' tOREGON l 1 M-3x4 •ft�• 4,te)j\K A .- MSR R;10-0 y y y EXPIRES: 12/31/2017 1-00 8-00 at, 44 lupF WASfi>, ,.tl' JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J9 G j A Scale: 0.5499 -41100, G414�. WARNINGS: GENERAL NOTES, unless omerwlse noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is for an individual 4y$ t' Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 7oI 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. - / 3.Additional temporary bracing to insure slablllty during construction 2 Design assumes the top and bottom chords to be laterally braced at 7 o.c and at 10 o c respectively unless braced throughout their length by Is the respons b IQy of the erector.Additional permanent bracing of 'f 51398 continuous sheathing such as plywood sheathing(TC)and/or drywall/BC) n ':GIST DATE: 3/31/2017 iheoverall structure sthe responsibility ofthe building desgner 3 2xImpact bndgngorlateral bracing requiedwhere shown+v ;:{(. v. 4.No load should be applied to any component until alter all bracing and 4.installation of Cross s the responsibility of the respective contractor. S SEQ.: K3026237 fasteners are complete and atnotmeshouldanyloadsgreaterthan s.Deign assumeswssesaretobeused nanoncorrosiveenvronment rO1Vt� 1 design loads be applied to any component. and are for dry condition"of use. TRANS ID: LINK 5.compuTms has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge if scag. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. March 31,201 7 8.This design Is furnished subject to me limitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPINVTCA In 6081,copies of which will be furnished upon request. lines coincide with joint center lines. lb 9.Digits indicate see of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.8(SL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) T t This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-146) 117 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -3B/ 966V -58/ 1778 5.50" 0.75 DF ( 625) 7'- 4.9" -123/ 209V 0/ OH 1.50" 0.33 DF ( 625) LL - 25 POE Ground Snow (Pg) 8'- 0.0" 0/ 97V 0/ LOH 5.50" 0.15 DF ( 625) LIMITED GE REQUIREMENTSAOF DBC 5NOT 20115 ANDLY IRCU E TO THE SPATIAL 'PROVIDE FULL BEARINGJt2 2015 NOT BEING MET. ; s: ,3,9I 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-05-10 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.009" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.005" f ,r MAX TC PANEL LL DEFL = 0.283" @ 4'- 5.6" Allowed = 0.556" 3 -/ MAX TC PANEL TL DEFL = -0.337" @ 4'- 2.6" Allowed = 0.833" MAX HORIZ. LL DEFL = -0.001" @ 7'- 4.9" 12 ° MAX HORIZ. TL DEFL = -0.001" @ 7'- 4.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,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. re i in 89200PE 9f oPAVIIIMIIMIM=IMMIE_�. ,OREGON 0 1 14-3.4 "© 9� /4,2.� 4, • MERR1Vx,- y y y EXPIRE& 12/31/2017 1-00 8-00 44,5) WAs`I JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J10 ope ,a'��Scale. 0.9879 �� �po. . r, •, Q - I WARNINGS: GENERAL NOTES, unless otherwise noted. `�/!.. 1.Builder and erection contractor should be advised of all General Notes I.This design is based ony upon the parameters shown and is for an individualtit. Truss: J10 and Wem ngs before construction commences building component.Applicability of design parameters and pro 2.2x4 compression web bracing must be nstalled where shown+ incorporation of component s the responsibility of the Wilding ng designer. - /4// 3.Additional temporary bracing to insure stability during constructor 2.Design assumes the top and bottom chortle b be laterally braced at :pQ /���; is the responsibility of the erector.Additional permanent bracing of 7 o c and et 10 a.c.respectively uNeas braced throughout their length byIA 4. 5 DATE: 3/31/2017 the overall structure is there responsibility f the bu ldin de 2x Impact sheathing tel l b acing re sheathing(TC)heshown+tlrywall(B0). �G spans y o g signer. 3 2x Impact brldgmg or lateral bracing required whore shown++ 1 SEQ. : K3026238 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility ofthe respective contractor. p- fasteners are complete and al no t me should any loads greater Nan 5.Des gn assumes busses are to be used in a non-corros ve env ronment, �vONAL'a TRANS ID: LINK design loads beapplied toany component and are for'drycondton of use. iY 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beanng at all supports shown.Shim or wedge it fabrication,handling,siltcomponents. necessary. - shipment and Installation of7. gn assumes adequate drainage is provided. March 31,2017 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 TP MICA 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,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 JP LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 63 2-4=(0) 0 BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2-3=(-157) 124 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" -43/ 480V -62/ 187H 5.50" 0.77 DF ( 625) 7'- 9.2" 0/ 159V 0/ OH 5.50" 0.25 DF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.5" -117/ 219V 0/ OH 1.50" 0.35 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE (PROVIDE FULL BEARING;Jts:2,4,3I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. / VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-11-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" I MAX TC PANEL LL DEFL = 0.379" @ 4'- 8.9" Allowed = 0.595" 3 .." MAX TC PANEL TL DEFL = -0.428" @ 4'- 5.9" Allowed = 0.892" ,' MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.7" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.7" 12 Design conforms to main windforce-resisting 8.00 F77 system and components and cladding criteria. Wind: 140 mph, h=21.8ft, 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. N 0 co o 17 89200PE r OREGON 1./ A, 0 1 M-3x4 v ilik.fiR11.\- _ EXPI RES:. 1 2/31 1201 7 b b 1 1-00 8-00 • 1 . . JOB NAME : LENNAR 3180-E BAINBRIDGE ENGLISH - J11 � /� �®A Scale: 0.4895 • WARNINGS: GENERAL NOTES, unless otherwise noted. 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 Truss: Ji l and Warnings before construction commencesbuilding component Applicability of design parameters and proper -yair 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility ofine building designer l jl/ py 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - C QQ ['�..y s the res IbIN f the erector.Additional 1 brawn r 2 o c.end at 10'o c respect vely unless braced throughout their length by 313 j`'' - pons y opermanent g o continuous sheathing such as plywood sheathing(TC)and/or drywall(131) ©AGIS SIL DATE: 3/31/2017 the overall structure tel the responsibility of the building designer. 3.Z.Impact bridging or lateral bracing required where shown++ u SEQ. : K3026239 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the respons b lily of the respective contractor. r 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 "(WAIN' and are for"dry TRANS ID: LINK design loads ha opptied to any component. Design assumes supports wedge 5.Compurms has no control over and assumes no responsibility for the 6.Defull bearing t all su rte shown.Shim or f necessary I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 31,2017 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 TPIANtiCA In BCSI,copies o/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 no For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MINDimensions are in ft-in-sixteenths. Ilk Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q_1j1fi11-----611,PahltAli 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or altemative Tor I Upbracing should be considered. 1-� O d 3. Never exceed the design loading shown and never rl U stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�8 c..7 C5-6 designer,erection supervisor,property owner and plates 0- 'h/ from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 4,111 Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by in the 2005/2012 NDS 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. I 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. •Mil• reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� 1.-_-_-_-.. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. MI ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Mlieke' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013