The URL can be used to link to this page

Plans (458) NM 0A5-1-Zo (7- 00 `0 mn. ova_d4G_L 1- MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3180-A 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: K2699521 thru K2699542 My license renewal date for the state of Oregon is December 31,2017. ��E D PR Ore ENGINE ks>o.77 89200PE 12_ ,"OREGON b, �<v �9Y 7 4,ZQ� �,t*" MSR R I L�-� P .4. December 27,2016 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. jut , MiTek® MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LENNAR 3180-A 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: K2699521 thru K2699542 My license renewal date for the state of Washington is May 16,2017. 1,KRILL B 04 wast1 /di 4� "/ r / ks.4r 51398k,'4" December 27,2016 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. F This design prepared from computer input by PACIFIC LUMBER—BC T LUMBER SPECIFICATIONS TRUSS SPAN 20'— 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF #168TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 DF#1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 10-04 10-04 12 '1 5.00 17 I IM-4x4 12 4 5.00 3 ON `� 8924PE of o M-3x5(5) 40 t A 1,it,- " 14, �Q''. M-3x4 y y EXPIRES: 121a1/2017 7-01-04 13-06-12 l l 1-06 20-08 y y 1. JOB NAME : LENNAR 3180-A BAINBRIDGE - Algot) , c� Scale: 0.3725 `� Q WARNINGS: GENERAL NOTES, unless otherwise noted: ��I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4lita Truss: Al and warnings before construction commences building componentApplicability of design parameters and incorporation 9n parame proper r,� 2.2s4 compression web bracing must be Installed where shown t-. corpora component is the ale: 0.insure2. bottom to be laterally braced al ,y(� 39 R the responeiblldy of the erector Additional permanent bracing of 7 o c and at i V o c respectively unless braced throughout(heir length by DATE: 12/22/2016 the overall structure ct the responsibility of the building tlesigner continuous sheathing such as plywood sled Ng(TC)and/or drywall(BC) 3 Dt Impact bridging or lateral bracing required where shown+• CISTSa SEQ.: K2699521 4.No load should beapplied toany component until after all bracing and 4 Installation of truss Is the responsibility ofthe respective contractor. �ti}I�y. fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are b be used In a rwn corroswe environment, CINTA Ll: CI TRANS ID: LINK design Rads beapplied toany component. anaararo erycontlkion ornse. 1Y S� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If necessary. q fabrication,Is furnished shipment and Ie limitations of components. 7.Design assumes adequate drainage is provided. December 27,20 16 5.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 TPIIWTCA In BC Si,copies of which will be furnished upon request. lines coincide with joint center lines. a Dlgks indicate size of pate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1955(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: 2x9 DF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 65 2- 8=(-280) 1354 3- 8-(-399) 266 BC: 2x4 DF #15BTR SPACED 24.0" O.C. 2- 3=(-1545) 385 8- 6=(-318) 1354 4- 8-( -45) 582 WEBS: 2x4 DF STAND 3- 4=(-1149) 236 8- 5=(-398) 265 LOADING 4- 5=(-1150) 236 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1546) 385 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=( 0) 65 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -130/ 1039V -74/ 79H 5.50" 1.66 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 20'- 8.0" -130/ 1039V 0/ OH 5.50" 1.66 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.050" @ 10'- 4.0" Allowed = 0.988" MAX TL CREEP DEFL = -0.116" @ 10'- 4.0" Allowed = 1.317" MAX LL DEFL = 0.013" @ 22'- 2.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.015" @ 22'- 2.0" Allowed - 0.200" 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. 10-0410-04 / 4 I f Wind: 140 mph, h=l5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 5-05-14 4-10-02 4-10-02 5-05-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, f f T Truss designed for wind loads 12 12 in the plane of the trus 5.00 D IIM-4x4 d 5.00 �y p 4.0" ' ,, S-P1. e "s ,Nc'� ,. - NE�Al dj©9 1.0" Ct. 8920QPE f M-1.5x3 M-1.5x3 3 5 7 OREGON 04 44/- 2 0 ISMS I x ME13f3;11�L M-3x4 M-34 M-5x10(S) EXPIRES: 12/31/2017 y y l 10-04 10-04 * ,1 )' y 1-06 20-08 1-06 JOB NAME : LENNAR 3180-A BAINBRIDGE - A2 a /,0 _ Ao 1 Scale: 0.2975 ��'� `�0 WARNINGS: GENERAL NOTES, unless otherwise noted: A 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: A2 and Warnings before construction commences building component.Applicability of design parameters and proper l�� 2.2x4 compression web bracing must be Installed where shown v Incorporation of component IS the responstbllity of the building designer. No /4" ga 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at `['fi- r Is the responsibility of erector.Additional t bracing f z o c and al 10 o c.respectively unless braced throughout their length by ,+,5139:,a, }' Pons ity o permanen g o lxcontinuousImpact sheathing of such as d trate c end/or drywall(BC). Off. G+JS. DATE: 12/22/2016 the overall structure Is the responsibility of the building designer. 3.2z 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. A)° SEQ. : K2 6 9 9 5 2 2 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, `�19NAL f use TRANS ID: LINK design loads be applied to any component. De gnassumesare for"dry cendbiaiaata supports wedge 5.CompuTrus has no control over and assumes no responsibility for the e.Design NII bearingt all su ds shown.Shim or wed if fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 27,2016 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 1 TPIIWTOA in 8151,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate sae of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MiTek) es • This design prepared from computer input by PACIFIC LUMBER: Larry M i LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF#1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-7=(-392) 1355 3-7=(-399) 264 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2-3=(-1547) 909 7-6=(-332) 1360 9-7=( -71) 584 LOADING 3-9=(-1150) 250 7-5=(-909) 262 4-5=(-1152) 263 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1551) 919 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED HOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -134/ 1050V -64/ 7410 5.50" 1.68 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 8.0" -103/ 867V 0/ OH 5.50" 1.39 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.050" @ 10'- 4.1" Allowed = 0.988" MAX TL CREEP DEFL = -0.116" @ 10'- 4.1" 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: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10-04 10-04 load duration factor=l.6, ,r Truss designed for wind loads 5-05-14 4-10-02 4-10-02 5-05-19 in the plane of the truss only. T f f T T 2 12 5.00 p IIM-4x4 Q 5.00 p p a ,,ca� NGI NFA 6'/ 1.0" „L' n /� C M-1.5x3 89200PE 9f M-1.5x3 3 5 -7 OREGON . �4� 1 2Ca MSR AIL\- o M-3x4 0.25" M-3x9 -6 M-5x10(S) EXPIRES: 12/31/20117 b y 10-04 10-04 y 1 ; 1-06 20-08 y 4� .wAS.4 "t?, , JOB NAME : LENNAR 3180-A BAINBRIDGE - A3 f%'� _ �� Scale: 0.2965 �� x ' 494 WARNINGS: GENERAL NOTES, unless otherwise noted: S• TrussA3 1.Builder and erection contractor should be advised of all General Notes 1.Thio design is based only upon the parameters shown and Is bran individual and Warnings before construct ors commences bwldng component.Applicability of design parameters and proper 2 204 compression web bracing must be Instated where shown+ Incorporotlan of component is the responsibility of the bulldog designer. - / 2 Design assumes the to l `I 3.Additional temporary bracing to insure stability during construction 9 p and bottom chords be laterally braced at 46, �9 k the responsibility of the erector.Additional permanent bracing of 7 o.c and at 10 o e respeGwely unless braced throughout their length by u^x: DATE: 12/22/2016 the overall structure la the responsibility of the building desgner continuous ridging rsuchasacing re plywood airedsheatwens)wnt-tlrywall(BC) .. 0 ,(x."Y. 4.No load should be applied m an 3.2x Impact bridging or lateral daring required where shown a a GISTS-CR -Y SEQ. : K2699523 pP any 4 installationoftrusslstheresponsbnayoftherespeamecontractor. r ri 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, l O4Y!'1 -L'al TRANS I D: LINK design loads be applied to any component. and are for'dryhuttbecondition`erase. 5.1 5.CompuTrus has no control over and assumes no responsibility for themmm e. g assumes mil bearing at all supports shown.Shim or wedge i( fabrication,handling,shipment and Installation of components. "y. - 8.This design is furnished subject to the limitations set forthT.Passbeaa'ed on both is provided. December 27,2016 by e.Plates shall be locates center both faces of truss.and placed so their center TPVWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,InclOompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate In Inches. 70.For basic connector plate design values see ESP-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( -10) 4 5-4=(-169) 362 2-5=(-131) 124 BC: 2x9 DF#1&BTR SPACED 24.0" O.C. 2-3=(-113) 103 5-3=(-412) 247 WEBS: 2x4 DF STAND 3-4=(-950) 217 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 ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -51/ 423V -141/ 52H 5.50" 0.68 DF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 917V 0/ OH 5.50" 0.67 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = 0.248" @ 9'- 9.0" Allowed = 0.606" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = -0.253" @ 5'- 0.3" Allowed = 0.433" 0-04-04 4-04-02 5-03-10 MAX HORIZ. LL DEFL = 0.003" @ 9'- 6.5" ` T ' f MAX HORIZ. TL DEFL = 0.004" @ 9'- 6.5" 12 M-1.5x3 Q 5.00 Design conforms to main windforce-resisting 1 system and components and cladding criteria. 2 Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 11 ... (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 0 QD � �CaiNe�c� �%9 89200.P E f o 7 0 �-e7 OREGONt 5 •M-3x9 M-3x4 r7,�1��`+' 14 2c:7N- MRR11-\-�. 0-06 9-06 y EXPIRES: 12/31/2017 1 b 10-00 RRILL J WAS `�t' JOB NAME : LENNAR 3180-A BAINBRIDGE - A4 ,�" ?,,- ''o Scale: 0.5006 -sx e,t EQ ~ WARNINGS: GENERAL NOTES, unless otherwise noted: ��.. d.•• 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: A4 and Warnings before construction commences balding component.Applicability of design parameters and proper " 2.2x4 compress on web bracing must be stalled where shown t incorporation of component Is the responsib hty of the building designer. / v! 3.Additional temporary bracing to Insure stability dung construction 2.Design assumes the top and bottom chords to be laterally braced at _ G 1�}(�8 f9 is the responsibility ofthe erector.Additionalbacing of 2oc and at l0 oc respectively unless braced throughout their length by J J7 pone y permanent20continuous sheathing such as plywood sheathing(TC)end/or drywall(BC) C'GIYr 'R DATE: 12/22/2016 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown 4 v s3 SE K2 6 9 9 5 2 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. qq Q• 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, 4.:10.1 t" and TRANS ID: LINK design mads be applied to any component. Design for"drycontlbiani g use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design tali bearing at all supports shown.Shim or wedge if mensal), IQ fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 2712 1 6 6.This design is Mmished subject to the limitations set forth by 8.Plates shall be located on both faces of Truss,and placed so their center 1 TPIANTCA in BC51,copies of which will be furnished upon request. lines coincide with)omni center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CompuTnls Software 7.6.6(1 L)-E 10.For basic connedor plate design values see P56.1311,E514-1988(MiTek) lir This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.3" f TC: 2x9 DF #1OBTR IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 BC: 2x9 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 72 2- 7=( -74) 67 7- 3=(-576) 171 WEBS: 2x4 DF STAND SPACED 24.0" O.C. 2- 3=(-198) 117 7- 8=( -89) 89 3- 8=( -42) 463 LOADING 3- 4=(-541) 116 8- 9=(-136) 991 B- 4=( -11) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-FDL( 10.0) ON TOP CHORD= 35.0 PSF 4- 5-( 84) 79 4- 9=(-566) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -6) 2 9- 5=(-15B) 101 OVERHANGS: 30.0" 0.0" TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. FPECI25) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 0.0" -139/ 637V -45/ 13 OH 5.50" 1.02 DF ( 625) 4'- REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 14'- 7.5" -72/ 476V 0/ OH 5.50" 1.02 OF ( 625) 10.3" -53/ 976V 0/ OH 5.50" 0.76 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 MAX LL DEFL = 0.097" @ -2'- 6.0" Allowed = 0.250" MAX TL CREEP DEFL = -0.122" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.009" @ 9'- 10.0" Allowed = 0.977" MAX TL CREEP DEFL = -0.022" @ 9'- 10.0" Allowed = 0.636" MAX TC PANEL LL DEFL = 0.053" @ 2'- 1.5" Allowed = 0.237" MAX TC PANEL TL DEFL = 0.068" @ 2'- 1.5" Allowed = 0.356" MAX HORIZ. LL DEFL = -0.003" @ 14'- 4.3" MAX HORIZ. TL DEFL = 0.003" @ 14'- 4.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 9-09-04 5-01-02 4-07-10 0-09-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f fload duration factor=1.6, 12 End vertical(s) are exposed to wind, 3.00 v Truss designed for wind ),...d..- M-1.5x3 in the plane of�� }OP�� 5 6 G 11ri (R (nt M-3x4 r C'�� :::`�C711 NE � V/�y,� oo o Q 8920.0PE 9r M-3x4 I 3 0 ee OREGON p 1 2 - 7 8 -�9 --,/ 'A Fl-'O M-3x4 M-1.5x3 M-3x4 M-3x4 y y y y EXPIRES:. 12/31/2017 9-07-08 4-11-06 5-03-06 J• y 2-06 'PROVIDE FULL BEARING;Jts:2,7,9 ' 19-10-09 y JOB NAME : LENNAR 3180-A BAINBRIDGE - Bl ` QV WA ',9,444:4- Scale; 0.3967 :16,-- ` ® /7 - i' �0ili WARNINGS: ( �� GENERAL NOTES, unless otherwise noted: .$ Truss BZ 1.Builder and erection contractor should be advised or all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ' , and wammgs before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v incorporation or component is the tis uitortlrdidl ty of the building designer _ a Additional temporary bracing b Insure stability during construction 2 Design assumes the tap and bottom chords to be leterelly braced at /4,,r Is the responsibility of the erector.Additional permanent bracing of 7 o c and at 10'o c respectively unless braced throughout their length by , 5139 , DATE: 12/22/2016 the overall structure Is the responsibligy of building designer. So I continuous bridging th ng such as plywood cited sheathing(TC)and/or drywall(BC). 4.No load should be applied to 3 2x Impact btldgirs or thestare'Mating required where shown v a © Gxs y'- SEQ.: K2 6 9 9 5 2 5any component until after all bracing and 4.Installation of truss is responsibility o/the respective contractor. fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used In a icon corrosive environment, *T �ia TRANS ID: LINK design loads be applied to any component. and are for'dry contl Coni of use. ��Q1YA 5.CompuTrus has no control over and assumes no responsibility for the 8.Deign assumes NII bearing al all supports shown.Shim or wedge it fabrication,handling,shipment and Installation of components. necessary. IS .1 8.This design is furnished subject to the limitations set forth by T.Design assumes aded onatdrainagethfis provided.ces or iotas,s, Decerri e r 27 i 2�1 6 8 TPVWfCA In SCSI,copies of which will be furnished upon request Ilines coinroosted citlewith joint center lineand placed so their center 9.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESR-1311,E514-1988(M1Tek) This design prepared from computer input by PACIFIC LUMBER: Larry M TRUSS SPAN 14'- 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER SPDFIFICATIONS TC: 2x9 DF #1&BTR LOAD DUSPAIED I24R0ASE C 1.15 Design conforms to main windforce-resisting BC: 2x9 DF #1&BTA SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=20.7ft, TCDL=9.2,eCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD= 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. REQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-04 7-09 T 12 12 HM-9x4 d 5.00 5.00 p 3 0 11 �� , ' PRS S 89.200PE f 2 i C'• i tsr.: e M-3x4 M-3x4 EXPIRE& 12/31/2017 y b * ,t, 14-08 1-06 1-06 • • 4) .1 WA JOB NAME : LENNAR 3180—A BAINBRIDGE — C1 Scale: 0.9905 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: Cl and Warnings before consimcyon commences building component.Applicability of design parameters and proper r Sct� r • 2 2x4 coldweb bracing must be Installed where shown. Incorporation of component Is the responsibility of the building designer s� p pa,a pression g 2.Design assumes the top and bottom chords to be laterally braced at a 1�90 3 Additional temporary bracing to Inure stability during construction T o c and at 19 o c respect vely unless braced throughout their length by +^ [a s the responiblmy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) � C73T$R rte'' DATE: 12/22/2016 the Overall structure is the responsib lily of the building designer. 3 2u Impact bridging or lateral bracing required where shown•v SE K2 6 9 9 5 2 6 4 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S,s��A�f , Q. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a nn-conosive environment, A S% des/ loads be applied to any nt. and are for"dry condition of use. TRANS ID: LINK design pWla ycompone 6.Design assumes full bearing at all supports shown.Shim or wedge if - 5.CompuTrus has no central over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. December 27,20,l 16 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 N TP WJTCA in SCSI,copies of which will be furnished upon request. 9lines oint center lines. .Digits Indicate siee with lof 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-1966(MiTek) ee This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 19'- 8.0" IHC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-47) 672 6-3=(0) 390 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-828) 194 6-9=(-97) 672 WEBS: 2x4 DF STAND 3-4=(-828) 199 LOADING 4-5=( 0) 65 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -108/ 787V -95/ 45H 5.50" 1.26 DF ( 625) 14'- 8.0" -108/ 787V 0/ OH 5.50" 1.26 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.095" @ 7'- 4.0" Allowed = 0.917" MAX LL DEFL = 0.013" @ 16'- 2.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 16'- 2.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.039" @ 10'- 6.1" Allowed = 0.472" MAX HORIZ. LL DEFL = 0.007" @ 19'- 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: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I ,f (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), 12 load duration factor=l.6, 12 Truss designed for wind loads 5.00 ))M-9x4 d 5.00 in the plane of the truss only. 4.0" 3 , ( -EIS PROOF l.or, Oxi �-, txGIN -/ Q $92 0.PE T" r �-7 . OREGON�� 4/ 1 ct- 2cc 6 q 5 o M-3x4 M-1.5x3 M-3x9 ER R;it.\ l l l EXPIRE& 12/31/2G17' 7-04 7-04 l l l l 1-06 14-08 1-06 4$ F WAS . 'y^ JOB NAME : LENNAR 3180-A BAINBRIDGE - C2 ,, �` �ted'"` tts Scale: 0.9030 `t' �.. 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 a Truss: C2and Warnings before constructon commences building component.Applicability ofdeslgn parameters and proper / 2 244 compression web bracing mud be Installed where shown+ Incorporation of component Is the responsibility of the building designer. - /i'''.;I -. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom cholla to be laterally braced et 446cc (� [�, is the responsibility of the erectof Additional permanent bracing of T o c all at ee o c reapec8vety unless brecatl Through d/their length by J 39 }' DATE: 12/22/2016 Be overall structure la the responsibility r the building designer. continuous sheathing such ae plywood mg(rc)and/or drywdl(BC) .�.�p epons y o g esgner 3 2x Impact hedging or lateral bracing required where shown++ - ;�.a SEQ.: K2699527 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �� fasteners are complete and at no erne should any bads greater than 5 co Des 9n assumes trusses are to be used n a non- ns to environment, 4'101 T AL'- TRANS ID: LINK design mads be applied to any component. and are for conditionor use. 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supporta shown.Shim or wedge if fabrication,handling,shipment (components. - - wary. - - '- ate e Is 6.This design is furnished subject to to lliegdionsset forth by 8.Plates shall be located assumes uon both faces of russ ,eand placed so their center December 27,2 16 TPIAN/CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ilnes. 9.Dghs indicate size of plate In Inches. MITek USA,Ino./CornpuTrus Software 7.6.8(1 L)-E 10.For bads connedor plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 19'- 8.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-830) 167 1-5=(-78) 679 5-2=(0) 340 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2-3=(-830) 153 5-3=(-78) 679 WEBS: 2x9 DF STAND 3-9=( 0) 65 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 18.0" 0'- 0.0" -73/ 615V -97/ 36H 5.50" 0.98 DF ( 625) LL = 25 PSF Ground Snow (Pg) 14'- 8.0" -113/ 803V 0/ OH 5.50" 1.28 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _I REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing] VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ 16'- 2.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ 16'- 2.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.039" @ 10'- 6.1" Allowed = 0.472" MAX TC PANEL TL DEFL = 0.122" @ 3'- 10.7" Allowed = 0.708" MAX HORIZ. LL DEFL = 0.007" @ 19'- 2.5" MAX HORIZ. TL DEFL = 0.012" 8 19'- 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, 7-04 7-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=l.6, 12 12 Truss designed for wind loads IIM-4x4in the plane of the truss only. 5.00 17. 4 5.00 4.0" 2 w.-.,( I p Q 1.0" ,4G)N `��'/ r 89200.E 9� 44.7 o r 0._ 9. , OREGON Z 1 9 o M-3x4 M-1.5x3 M-3x4 '6".RRIL\- y ), y EXPIRES: 12/31/2017 7-04 7-04 y l l 14-08 1-06 +y4)o WAS ctA JOB NAME : LENNAR 3180-A BAINBRIDGE - C3 Scale: 0.9323 �� ?,_ '.` WARNINGS: GENERAL NOTES, unless otherwise noted: ` `� !% Y • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual a r,' Truss: C3 and Warnings before construction commencesbuilding component.Applicability of design parameters and proper vJr 2.2x4 compresaon web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. - /�' 3.Additional temporary bracing to insure stability during construCOon 2 Design a�umea the top and bottom chords to be laterally brecetl at 5139' [cv�� is the respons b IRy of the erector AddPoonal pennanant bracing of • T o c and at 1 O o c respectively unless braced throughout their length by ' e "Y DATE: 12/22/2016 thterespshuetureftheer responsibility Additional de continuous sheathing lt,eibplywood sheathing(TO)and/or dr).11(BC) IST& sponsi y o g signer. 3 2x Impact br dg ng or lateral bracing required where shown++ [s? SE K2 6 9 9 5 2 8 4.No load should be applied to any component until after all bracing and 4 Installation of buss s the responsibility of the respective contractor. T ' 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, s`4()NAL EAG design loads be applied re any component. all and are for"dry condition"of use. TRANS ID: LINK s.compaTraa has no omrelaver and assumes no reap"na silly for 6.Design assumes full bearing a supports shown.Shim or wedge if emsary. fabrication,handling.shipment and installation of components. 7 Design assumes adequate drainage is provided. December 27,2016 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 centerc TPI/WTCA 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,IncdCompuTrus Software 7.6.8(1L)-E ie.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) 0 • This design prepared from computer input by PACIFIC LUMBER-BC , LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 DF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. 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 Wind: 140 mph, h=23.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), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. ** For hanger specs. - See approved plans 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 IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-10-08 i. 17-10-08 1' 11-11-09 5-10-15 5-11-01 11-11-07 f 12 HM-4x4 12 6.00 Q 6.00 11iiiiiiIiII1hhii : ' .:?,i,S10 -PROFts- _. iiiiid o lg' Io04.1 M-3x5(S) .er M-3x4 EXPIRES: 12/35f7 t17 1 17-10-08 y 17-10-08 y ),----,1' 1-06 'C 35-09 'r(W r, 4N9-,-,..V WAS "1); JOB NAME : LENNAR 3180—A BAINBRIDGE — D1 �.. ,;+o Scale: 0.2371 `000111 f• � r� Ej �- WARNINGS: GENERAL NOTES, unless otherwise Med: `- �'�i ` TrussD I 1.Builder and erection contractor should be advised or all General Notes This design N based orb 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 installed where shown.. Incorporation of component Is the responsibility of the building designer. / Y 2 Design assumes the lop and bottom chords to be laterally braced at Rd • 3.Additional temporary bracing to Insure stability during construction 2'o c and at 1D o e re dive ,.t5139• IstheresponsibilityoftheerectorAdditionalpermanentbracngor spa tyunless braced throughout melt length by elf" A DATE: 12/22/2016 the overall structure is the responsibility of the building designeraImcontinaouaedging yr ltebssacing required where shownetlrywell(aC). • 'r[h rn q[a.,. 3.201mpad bsheath or lateral bracing requ red where shown++ C [+�,`'1 SEQ.: K2 6 9 9 5 2 9 4.No Ned should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ] ? fasteners are complete and at no time should any bads greater then 8.Design assumes trusses are to be used In a non-corrosive environment, ��*o A,L TRANS ID: LINK design loads be appled to any componentand are for conditionor use S.CompuTrus has no control over and assumes no responsibility for the e.Design assumes NII bearing et ell supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. - 8.This designIsfurnished subject tothe limitations set forth T.Plates assumesadequatedrainage Is truss, December 27,2016 by e.Plates shall be located on both faces of Iruae,and placed so their center TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITA USA,Inc./CompuTrus Software 7.6.8(1 L)-E S.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-431) 2269 3- 9=(-272) 187 BC: 2x4 DF #1&BTR SPACED 29.0" O.C. 2- 3-(-2659) 594 9-10=(-296) 1895 9- 9=( -18) 977 WEBS: 2x9 OF STAND 3- 9-(-2909) 517 10-11=(-284) 1897 4-10=(-683) 246 LOADING 9- 5-(-1699) 953 11- 8=(-942) 2268 10- 5=(-297) 1128 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 466 10- 6=(-686) 296 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 591 6-11=( -36) 986 TOTAL LOAD = 92.0 PSF 7- 8=(-2657) 579 11- 7=(-275) 209 OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -271/ 1679V -192/ 201H 5.50" 2.69 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -205/ 1501V 0/ OH 5.50" 2.90 DF ( 625) '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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.128" @ 17'- 10.5" Allowed = 1.792" MAX TL CREEP DEFL = -0.303" @ 17'- 10.5" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.056" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.6ft, 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 17-10-08 17-10-08 in the plane of the truss only. 12 M-4x6 120 ! 1l©p Q 6.00 • 6.00 4 NC:.-�C' GI 1\14. 'S'/0 M-5x8(5) po n/gyp C 3.1" M-5x6(S) 89 200 E �t" 0.25" 0.25" 10 00 9 OREGON >21' + M15x3 110000„ in o -3xM-3x9 0.25" M-3x4 M-3x8 0 M-5x8(5) 1 l y ,t kb 1-06 35-09 .40 ''WAS . JOB NAME : LENNAR 3180-A BAINBRIDGE - D2 / -, 4":42;' .'� Scale: 0.1896 a /( i�'�;� m 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 Truss: D2 and Wamings before construction oommencee building componentApplceblity of design parameters and proper 2.Zea compression web bracing mus!be Installed where shown+. incorporation a(mmponent is the responebility of the bu k1 n9 designer. r 3.Addition&temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords b be N braced al 5139: 39 Is the responsibility sine erector.Additionalpermanent bracing of T o c and at lb o c reach as ply unless braced throughout Nelr length by 1 J7 pon Yo continuoussheathngsuchasacingrdaneatnrng(TC)and/ordrywall(BC) IS'TO. DATE: 12/22/2016 the overall structure is the responsibility of the building designer. 3.Di lmpaa bridging or lateral bracing required where shown++ 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. SEQ. : Kra 69 9 5 3 0 fasteners are complete and at no time should any loads greater than 5.Design assumes Misses are to be used Ina non-corrosive environment, $QNAL design loads be applied to any component. and are for"dry condition'of use. TRANS ID: LINK 6.Design 5.CompuTrus has no control over and assumes no responsibility for the assumea all bearing et all supportsshown.Shim or wedge i( ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage b provided. December 27,2016 6.This design Is famished subject to the limitations set forth by e.Plates shall be located on both faces of truss.and placed so their center TPIMRCA In BCBI,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.ICompuTrus Software 7.6.8(IL)-E 10.For basic connedor plate design values see ESR-1311,ESR-1966(MiTek) • i This design prepared from computer input by PACIFIC LUMBER: Larry M , LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" INC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-373) 2278 3-10=(-272) 187 BC: 2x9 DF #16BTR SPACED 24.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-2653) 532 10-11=(-259) 1902 10- 9=( -18) 977 3- 4=(-2409) 504 11-12=(-262) 1895 4-11=(-683) 247 LOADING 9- 5=(-1699) 454 12- 8=(-417) 2263 11- 5=(-237) 1128 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1699) 953 11- 6=(-683) 297 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2904) 509 6-12=( -18) 977 TOTAL LOAD= 92.0 PSF 7- 8=(-2653) 532 12- 7=(-271) 187 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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" -269/ 1673V -205/ 205H 5.50". 2.68 DF ( 625) 35'- 9.0" -269/ 1672V 0/ 011 5.50" 2.68 DF ( 625) 'COND. 2: Design checked for net(-5 ps£) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.128" @ 17'- 10.5" Allowed = 1.792" MAX TL CREEP DEFL = -0.303" @ 17'- 10.5" Allowed = 2.322" MAX LL DEFL = 0.013" @ 37'- 3.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 37'- 3.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.055" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 3.5" 17-10-08 17-10-08 Design conforms to main windforce-resisting f system and components and cladding criteria. 6-03-13 5-09-05 5-09-05 5-09-05 5-09-05 6-03-13 T f f .1 . .e , Wind: 140 mph, h=23.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 load duration factor=l • .. 6.00 Truss designed for Y• o ltU/s q,0" in the plane of - r, d! L"• 0.25" 0.25" c 89200.PE f 6 M-1.5x3 +F } 3 M-1.5x3 p OREGOild N RRL. o M o 1 2r- 10 ,; ii. T 12 ji' EXPIRES: 12/31/2017 I M-3x8 M-3x4 0.25" M-3x9 M-3x8 0 M-5x8(5) o 1' b y l l 9-02-08 8-08 8-08 9-02-08 )' )• l b 11.104 1-06 35-09 1-06 .ate a v)TAsI1?; JOB NAME : LENNAR 3180-A BAINBRIDGE - D3 ti„` /tea hQ is Scale: 0.1603 ` a . WARNINGS: GENERAL NOTES, unless otherwise noted' AAAA��'"' `�j o�...• Truss D3 I.Builder and erection contractor should be advised of all General Notes I.This design is based ons upon the parameters shown and is wr an Individual and Wsmings before constructon commences building component Applicability of design parameters and proper ^` 2.2s4 compression web bracing must be installed where shown-i. incorporation of component Is the responsibility of the building designer. • � � - 3.Additional tem 2 Oeslgn assumes the top and bottom chords to be laterally braced at C (� [� temporary bracing to Insure stability during construction ' J 137 s `� a the responsibildy of the erector.Additional permanent bracing of T o c and at ID o.c respect very unless braced throughout their length by • DATE: 12/22/2016 the overall structure Is the resoonsmurcy of the bonding designer continuous sheathing such as plywood cited mg(r s and/or drywall(BC) 3 to Impact bridging or lateral bracing required where shown++ ©, 'G,j e SEQ. : K2699531 a.Noised should arecoe leteatltoanycomp nent until anilload ll bracing and 4.Designassu lmssIsthe responsibility Etherespective contractor. S4+ '1 C fasteners are complete and at no time should any loads greater than 5. assumes trusses are to be used In a non comaslve environment, 7�� 'f� V TRANS ID: LINK design loads be applied to any component. and are for"dry condition.of use. QIY A1✓"^ 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary' p .I 8.This design is furnished subject to the limitations set forth by 8.Pshallbesign esededoneothfagelotruss,an DeCGfllbP.I'27,2016 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide wtth Joint center lines. MiTek USA,Inc./Com uTms Software 1LE 7.6.8 - 0.Digits indicate she of plate in Inches. p ( ) 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 35'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #155TH LOAD DURATION INCREASE = 1.15 1- 2=(-2657) 578 1- 9=(-443) 2293 2- 9=(-275) 212 BC: 2x4 DF #1aBTR SPACED 24.0" O.C. 2- 3=(-2407) 543 9-10=(-282) 1906 9- 3=7 -38) 486 WEBS: 2x4 DF STAND 3- 4=(-1699) 466 10-11=(-294) 1896 3-10=(-685) 246 LOADING 4- 5=(-1700) 453 11- 7=(-929) 2264 10- 4=(-297) 1128 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2404) 517 10- 5=(-683) 246 SC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2654) 545 5-11=7 -17) 477 TOTAL LOAD = 42.0 PSF 7- 8=7 0) 76 11- 6=(-271) 187 OVERHANGS: 0.0" 16.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -202/ 1480V -201/ 192H 2.50" 2.37 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 6.0" -271/ 1679V 0/ OH 5.50" 2.69 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 = -0.128" @ 17'- 7.5" Allowed = 1.742" MAX TL CREEP DEFL = -0.303" @ 17'- 7.5" Allowed = 2.322" MAX LL DEFL = 0.013" @ 37'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 37'- 0.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.056" @ 35'- 0.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 0.5" Design conforms to main windforce-resisting system and componentsand cladding criteria. 17-07-08 17-10-08 '1' Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-13 5-09-05 5-09-05 5-09-05 5-09-05 6-03-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '( 12 Truss designed for wind loads 12 M-4x6in the plane of the truss only. 6.00 Q 6.00 44;F° .'tc1,S13 PR Opt M-5x6(5) 3.1' M-5x8(5) 0.25" 0.25" 89200PE f 3 �V. V. >4/\ / 1.5x3 OREGON L(/� RRhL , / =, o 1 w 9 1 '< 3 ...7 o V E 00.215" M-3x9 M-axe I EXPIRES.: 12/31/2017 o M-4x6 M-3x4 0 M-5x8(5) .1 y * .6 y 8-11-08 8-08 8-08 9-02-08 yLl b 35-06 1-06 An A �v WA JOB NAME : LENNAR 3180-A BAINBRIDGE - D4 S«i'a �'Ai Scale: 0.1912 "1.'7:7'y;. Q WARNINGS: GENERAL NOTES, unless otherwise noted: 1 . 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an Individual Truss: D4 and Warnings before construction commences building component.Applicability of design parameters and proper / ',,,Try 2x4 compression web bracing must be nstalled where shown+ Incorporation of component s the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • r0 5139' Is the responsibilityf the erector Additional t bracing f continuous o c ant at 10'o c respectively unless braced throughout me r length by [�, a eermding g o DrImpsheathing later l bacplywood where os tlrywell(BC) 4 IS1 '°' '1/ DATE: 12/22/2016 the overall structure is the to any b112y of the building designer. 3.to 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 respective contractor. SEQ. : K2 6 9 9 5 3 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ` ONAT.S TRANS ID: LINK desgnloads beapplied toany component. Design gare ssum assumes a mate 5.CompuTrus has no control over and assumes no responsibllity Mr the 6. assumes tun bearing at all supports shown.Shim or wedge If necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 27,2016 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Inds,and placed so their center 8 TPIMRCA in BCSI,copies of which will be tumished 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 connedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP + LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&HTR LOAD DURATION INCREASE = 1.15 1- 2=(-2549) 551 1- 8=(-418) 2172 2- 6=(-220) 195 BC: 2x9 DF#1&BTR SPACED 29.0" O.C. WEBS: 2x9 DF STAND 2- 3=(-2317) 523 8- 9=(-287) 1891 8- 3=( -27) 440 3- 4=(-1656) 456 9-10=(-285) 1837 3- 9=(-658) 242 LOADING 4- 5=(-1656) 456 10- 7=(-421) 2151 9- 4=(-239) 1090 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2317) 523 9- 5=(-659) 242 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2549) 551 5-10=( -27) 440 TOTAL LOAD= 42.0 PSF 10- 6=(-220) 195 JT 1, 7: Heel to plate corner = 2.00" ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -207/ 1481V -186/ 186H 5.50" 2.37 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 35'- 3.0" -207/ 1480V 0/ OH 5.50" 2.37 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.118" @ 17'- 7.5" Allowed = 1.717" MAX TL CREEP DEFL = -0.279" @ 17'- 7.5" Allowed = 2.289" MAX HORIZ. LL DEFL = 0.052" @ 34'- 9.5" MAX HORIZ. TL DEFL = 0.087" @ 34'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 17-07-08 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), f17-07-08 load duration factor=1.6, Truss designed for wind loads 6-00-13 5-09-05 5-09-05 5-09-05 5-09-05 6-00-13 in the plane of the truss only. T T T 4 T T T 12 6.00 M-4x6 12 Q 6.00 4.0" 4 .h( �& ©� PROpe. M-5x6(S) M-5x6(5) .. `{v401N €. 4 . V 0.25' SCI o.zs' 4 $920.OPE �r 3 M-1.5x3 lie4 II M-1.5x3 CC y� OREGON Atrf ERR10-0 O 1' h_ `, o M-3x8 M-3x4 90.5" M-3x4 So 07 o EXPIRES:.. 12/31/2017 M-3x8 0 M-5x8(5) J, l ,L l l 8-11-08 8-08 8-08 J, 8-11-OB , J, 35-03 otRitz 44$) Ov WAS. ". JOB NAME : LENNAR 3180-A BAINBRIDGE - D5 v �,*,i ca co Scale: 0.1906 WARNINGS: GENERAL NOTES, unless otherwise noted: _IP $ Truss D5 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 and Warnings before construction commences building component.Applicability of design parameters and proper - - 2.254 compression web bracing must be installed where shown« incorporation of component is the responsibility of the building deNgner. /t� / 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top dna bottom chords to be laterally braced at C /gip. Is the responsibility of the erector.Additional permanent bracing of 7 a c and et iP c c respectively uNess braced throughout their length by ' S 13.T{A [s, DATE: 12/22/2016 the mean structure Is the responsibility r the bagel continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). L'l' sponw ny ong designer. 3 24 Impact bridging or lateral bracing required where shown+ester. (S �E,. '�" SEQ.: K2 6 9 9 5 3 3 4.No bad should be lied to any component until after an bracing and 4.Installation of bass is the responsibility of the respective contactor (T"n 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, 'Y - TRANS ID: LINK design loads be applied to any component. and are for"dry mnanbn'orumQNAT 5.CompuTrus has no control over end assumes no responsibility ler the 6 Deslgnaseumes full beating at all supporta mown.Shim or wedge if fabrication,handling,shipment and installation of components. nacery. 8.This design is furnished subject to the limitations set forth by T.PlatesDesighallassbees acted on both face is truss.and 27,2016 B.Plates shall be located on both(aces of truss.end placed m their center TPIAATCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. L)-E S.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1 1 n For basic connector plate design values see ESR-1311,ESR-1988(MRek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 35'— 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 Des gn conforms to main wine—resisting BC: 2x9 DF #1&BTR SPACED 24.0" O.C. idforc ycomponentscladding system and anddforccriteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=23.Eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-07-08 17-07-08 T 11-08-09 5-10-15 5-11-01 11-08-07 TT 12 HM-9x4 12 2 Q 6.00 6.00 p A M-3x5(S) M-3x5(S) s,..c�� GINE �s,:s/a9 cr 892OOPE <' 0' GOND ., M-3x5(S) o o M-6x6EXPIRE&`._ 1213 t.O 7 .6 y .6 17-07-08 17-07-08 , y 35-03 1a,YRITZ.,q� 440v WAS `t' JOB NAME : LENNAR 3180—A BAINBRIDGE — D6 /" ,'�"� ,� Scale :0.2995 ` Via'w-j, 1 4 A WARNINGS: GENERAL NOTES, unless otherwise noted: -J , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �` Truss• D6 and wam ngs before construction commences building component.Applicability of design parameters and proper y�� • 2 204 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. / ' 3.Additional temporary bracing tonsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 'q 5139' g s the responsibility of Me erector.Additional permanent bracing of 2 nti and at 1 a o c respectively as eiy unless bracetl(TC)a d/the r length by .meq/ continuous sheathing such as plywootl sheathing(TC)and/or drywall(BC) 4.? 5139:,0 DATE: 12/22/2016 the overall structure Is the responsibility of the building designer. 3 20 Impact bridging or lateral bracing required where shown++ !�3- 4.Na load should be applied to any component until after all bracing and 4 Instalkllon of truss Is the responsibility of the respective contractor. 4 SEQ. : K2699534 `r fasteners are complete and at no time should any loads greater than s.Design assumeswssesaretobeusedInanon-corros�veenvironment, 40NAL---- - design loads be applied to any component. and are for"dry condition"of use. TRANS ID• 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 thenecesssry. {�p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27,2016 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 center0 TFIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.DIgss indicate size of plate in inches. MiTek USA,Inc./CompuTNs Software 7.6.8(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 10'— 8.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x9 DF #15BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 DF #1&BTA SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=20.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 5-04-04 5-09-09 12 T 6.00 p 12 TIM-9x4 Q 6.00 3 ..&' r orFss 2 , GIN = /0 89200PE • of 44- = AO`R --•N M-3x4 M-3x9 /® 14 `A 1 .. MSR R 0-_ • l y 1-06 10-08-08 • ,a. war• l L JOB NAME : LENNAR 3180—A BAINBRIDGE — E1 ' .� Scale: 0.6057 "rt ...r. C' AO WARNINGS: GENERAL NOTES, unless otherwise noted Truss E 1 I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and Is for an individual % and Warnings before construction commences building component Applicability of design parameters and proper 2.914 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of me building designer. 4„4 - 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom cos braced to be laterally braced al 39. Is the responsibility of the erector.Additional permanent bracing of T o c and at 10'o c respectively unless brocetl Throughout Then length by €�: DATE: 12/22/2016 ma overall structure s the responsibility f the building tles continuous sheathing such as plywood sheath ng(TC)and/or drywall(BC) �y p "Y spons ny o g igner. 3 2s Impact bridging or lateral bras ng required where shown n a •Gist-a•} SEQ. : K2699535 4.No load should be applied to any component until afterall bracing and 4.InstaINtonoftassIsthe responsibility ofine respective contractor trs+ 1! fasteners are complete and at no time should any mads greater man A.Design assumes trusses are to be used In a noncoroslve environment, ZONALS V TRANS ID: LINK design mads beapplied toany component. and orator assumes full Disse. A CompuTrus has no control over and assumes no responsibility for the • B.DeUlg�essumeafull bearing et an supporta shown.Shim or wedge If fabrication,handling,shipment and Installation of components. ry I,� 6.This design Is furnished subject to the limitations set forth by 7.Designsshall assumes adequate drainagethaceis trussprovid, andd. 27,2016 B.Plates shall be located on both(aces of Wss,and plecetl so their center TPIANTCA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,InclCompuTrus Software 7.6.8(1 L)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see E5R-1311,ESR-7988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 10-08-08 GIRDER SUPPORTING 35-09-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5734) 1268 1- 6=(-1078) 4942 6- 2=( -348) 1668 WE: 2x6 DF SS 2- 3=(-4188) 952 6- 7=(-1060) 4856 2- 7=(-1418) 339 WEBS: 2x4 DF STAND; LOADING 3- 9=(-4188) 952 7- 8=(-1060) 4856 7- 3=( -800) 3538 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-5734) 1268 B- 5=(-1078) 9942 7- 4=(-1418) 334 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 8.5" V 4- 8=( -398) 1668 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 306.9)- 728.8 PLF 0'- 0.0" TO 10'- 8.5" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -',- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -942/ 4245V -45/ 95H 5.50" 6.79 DF ( 625) 10'- 8.5" -942/ 4244V 0/ OH 5.50" 6.79 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, o /X X 6" oc in 2 row(s) throughout 2x6 bottom chords, (CONI. 2: Design checked for net(-5 psf) uplift at 29 c spacing.� 9" oc in 1 row(s) throughout 2x9 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.033" @ 5'- 4.2" Allowed = 0.490" 5-09-04 5-09-04 MAX TL CREEP DEFL = -0.079" @ 5'- 4.2" Allowed = 0.653" f '1 MAX HORIZ. LL DEFL = 0.011" @ 10'- 3.0" 3-03-02 l 2-01-02 2-01-02 3-03-02 MAX HORIZ. TL DEFL = 0.018" @ 10'- 3.0" ' COND. 3: 1000.00 LBS SEISMIC LOAD. 12 12 SHEARWALL 0.00 to 10.71 6.00 Q 6.00 NOTE: TRUSS DESIGN ASSUMES UNIFORM M-9x6 SHEAR TRANSFER 4.0" 3 �� Design conforms to main windforce-resisting Pli 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), M-3x5 M-3x5 load duration factor=1.6, Truss designed for wind loads 2 9 in the plane of the truss only NGIN � s, M-5x10 M-5x10 . ' 9' ��4 m esu m ►.Q� �o ` 89200PE r I 1► 6 7 8 305 M-3x6 M-6x10 M-3x6OREGON � . ,© .cls:-l4 P 6P4 • RRIL- y y l l ,, 3-01-06 2-02-19 2-02-19 3-01-06 EXPIRES: 12131/2017 10-08-08 y 0 Q WAS `-# - JOB NAME : LENNAR 3180-A BAINBRIDGE - EGIRD • / sfW�' ' Scale: 0.5292 . ,',rt,''', O r�_ WARNINGS: GENERAL NOTES, unless otherwise noted i - 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 1R Truss: EGIRD and Warnings before canetmctmn commences building component Applicability of design parameters and propery1 2.204 compression web bracing must be installed where shown v Incorporation of component Is the respondblliry of the building designer. /'i�,r 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 'r 5139:,..„ R- s the res b Ift f the erector.Additional t bracing of 7 o c and at ICY o c respectively unless braced throughout their length by ^ QQQ^',,,57 pons yo permanen conlnuoussheathing such as plywood cited hones and/or drysall(BC) Fes` Tc'1.r.C'� DATE• 12/22/2016 the overall structure is the responsibility of the building desgner. 3 a Impact bridging or lateral bracing required where shown v« [u3 1 Sa 4.No load should be applied lo any component until after all bracing and 4.Installation of truss S the responsibility of the respective contractor. r SEQ.: K2 6 9 9 5 3 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-carmarve environment. A ONAj,3'.. ' TRANS ID: LINK design loads be applied to any componentand are for full ben'of use. 5.CompuTms has no control over and assumes no responsibility for the B Design assumes seumes full bearing at all supports shown.Shim or wedge If necessary,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate is provided. Deeern bar 27,20 I 16 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locateddonon both faces of Imes,and placed so their center TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Diggs Indicate size of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.8(1 L)-E ID.For basic connector plate design values see ESR-1311,ESR-t 958(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 19'— 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.I TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21ft, TCDL=9.2,RCDL=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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-04 7-04 12 1' 6.00 IIM-9x9 12 3 Q 6.00 ` ' 89200P 9� M 2 o f v ,....4440%00 4, ON e• _ _ , fy� .: 7}e„..i,d r 6 o M-3x4 M-3x4 - - l l EXPI RES: 12131/2017 1-06 l l 14-08 1-06 a� WAs ' $1 JOB NAME : LENNAR 3180-A BAINBRIDGE - F1 s � ,0. 37'6- Scale: 0.9905 = 1- WARNINOS: GENERAL NOTES, unless athewiee noted: 1.Builder end erection contactor should be advised of all General Notes 1.This design Is based onlyupon the parameters shown and Is for an individual ` of design parameters and ,.` Truss: Fl and Warnings before construction commences building component Applicability 2.2x4 compression web bracing Incorporation of coca Woper pre g must be instated where shown« rpora component Is me responsibiky of the building designer. 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at � 1r is the responsibility of the erector.Additional permanent bracing o! 7 o c antl at 1 S o.c respect 5 unless braced lhroughoul their length by 5 1'308' + verall structure is the responsibility of the bonding designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) DATE: 12/22/2016 the o 3 2x Impact bodging or lateral bracing required where shown.. ' G51, 5^1,'x ' SEQ.: K2 6 9 9 5 3 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of me respective contractor. _ ` fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are la be used Ina run-cemosrve environment, N CI TRANS ID: LINK design loads beapplied to any component. sodare for gtaewerycend0lon of use. ` aNAL - 5.CompuTrus has no control over and assumes no responsibility for the B.Design sesames full bearing at all supports shown.Shim or wedge I/ - fabrication,handling,shipment and installation of components. ry. ,1�+ 6.This design Is furnished subject to the limitations set forth by 8.MatesDesigassumesadequateoneoth face to buss d. December 27�2Q 16 e.Mates shall be located on both faces of buss and placed so their center TP1/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc/CompuTrus Software 7.6.8(114-E 9.Diggs Indicate sae of plate in Inches. 70.For basic connector plate design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 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) 76 2-6=(-30) 561 6-3=(0) 341 BC: 2x4 OF #1SBTR SPACED 24.0" O.C. 2-3=(-743) 133 6-4=(-30) 561 WEBS: 2x4 DF STAND LOADING 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 4'- 8.0" -135/ 787V -70/ 7OH 5.50" 1.26 of 14'- 8.0" -135/ 767V 0/ OH 5.50" 1.26 DF ( 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. 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.013" @ 16'- 2.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 16'- 2.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.051" @ 4'- 1.9" Allowed = 0.495" MAX TC PANEL TL DEFL = 0.112" @ 10'- 6.1" Allowed = 0.743" MAX HORIZ. LL DEFL = 0.005" @ 14'- 2.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 2.5" 7-04 Design conforms to main windforce-resisting 7-04 f system and components and cladding criteria. 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 IIM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, ExPB, MWFRS(Dir), 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 3 ,( ,( in the plane of the truss only.y.pa gt .Q�c� ; NGINESc�i �Q19f 89200PE Mp x OREGON 4,1 T, eli 4,,c1 �l.,‘t., 6 '_% 1'" 14, l0 1 M-3x4 M-1.5x3 M-3x4 - 4$*R RI11-, ,L J. y EXPIRES:. 12/31/2017 7-04 7-04 y y 14-08 y 1-06 y 1-06 - L .Q JOB NAME : LENNAR 3180-A BAINBRIDGE - F2 Scale: 0.4030 � ;'. � ' I� WARNINGS: GENERAL NOTES, unless otherwise noted 1.Binder and erection contractor should be advised at all General Notes 1.This design Is based only upon the parameters shown ends for anntivdual ` ' Truss: F2 and warnings before construction commences building component.Applicabilityof design parameters and proper - 2 2x4 compression web bracing must be nstalled where shown i incorporation of component is the responsibility of the building eesigner. ,,,(� �y 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0 f 1 390 t by is the responsibility f the erector.Additional t bracing f 2 o i and al i V o c reuch as ey unless braced ihroug and/or their Iengm). J 1 rE `1' pons ya permanen go aonnnuoussneatnr�gsucnasgywooasnealmngRc)andt"rdrywan(ec) ��'�X3'I'#�V� DATE: 12/22/2016 the overall structure Is the responsibility of Me building designer. 3 St Impact bridging or lateral bracing required where shown t• !: SEK2 6 9 9 5 3 8 4.No load should be applied to any component until after all bracing and 4 Installation of truss s the responsibility of the respective contractor. ' V ARS. ^T r 4•: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosIve environment hT- A V' tlesl loads be lied to an I. and are for"dry condition.of use. TRANS ID• LINK tin applied end assumes 6.Design assumes full beadng at all supports shown.Shim or wedge if 5.Camporrus has no control over and assumes no respon&biny for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 27,2016 6.This design is fumished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center TPIANlCA in BCSI,copies of which will be furnished upon request. g.lines ss coinindicatecideith jioplate terlines llines, MiTek USA,Ino./CompuTrus Software 7.6.8(IL)-E 10.For basic connecter plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS 14-08-00 GIRDER SUPPORTING 35-09-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/C9=1.00 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8558) 1896 1- 6=(-1630) 7448 6- 2=( -528) 2530 BC: 2x6 DF SS 2- 3=(-6030) 1368 6- 7=(-1608) 7350 2- 7=(-2408) 564 WEBS: 2x4 DF STAND; LOADING 3- 4=(-6030) 1368 7- 8=(-1608) 7350 7- 3=(-1158) 5140 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-8558) 1896 8- 5-(-1630) 7448 7- 4=(-2408) 564 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 14'- 8.0" V 4- 8=( -528) 2530 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 921.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 14'- 8.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) --",- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1291/ 5B13V -63/ 638 5.50" 9.30 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN 14'- 8.0" -1291/ 5814V 0/ OH 5.50" 9.30 DF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/�/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ,yvy\ 6" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.071" @ 7'- 4.0" Allowed = 0.688" MAX TL CREEP DEFL = -0.167" @ 7'- 4.0" Allowed = 0.917" MAX HORIZ. LL DEFL = 0.023" @ 14'- 2.5" MAX HORIZ. TL DEFL = 0.039" @ 14'- 2.5" 7-04 7_04 f f f COND. 3: 1500.00 LBS SEISMIC LOAD. 4-03 3-01 3-01 4-03 SHEARWALL 0.00 to 14.67 T T T NOTE: TRUSS DESIGN ASSUMES UNIFORM 12 12 6.00 M-5x6 SHEAR TRANSFER Q 6.00 3 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. Pa% 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-3x8 M-3x6 • in the plane of the truss .�.. { /'y YelS.® S R.Op- 10° i .. t4G 1 N A.• le"-,_ 89200.PE 9V M-5x10 M-5x10 lig mona IllikkhAlk �/IIMMINI ® If OREGON of 10-,17.5-0 6 7 8 i��6 �o M-3x8 M-7x10 M-3x8 0 �./� }' 14 S14.0,,,'.-4-� ,.. MSR IR I lei- 1 b y l y EXPIRES: 12/31/2017 4-01-04 3-02-12 3-02-12 4-01-04 y 14-08 k X14 WAS *' JOB NAME : LENNAR 3180-A BAINBRIDGE - FGIRD ,,,,v*00 J: ,A0� 0 Scale: 0.4442 =s t✓..+v -.1111111 • WARNINGS: GENERAL NOTES, unless otherwise noted: 4' gl..' Truss: FGIRD I.Builder and erection mntrador should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual and Warnings before constructor commences building component Applicability of design parameters and proper � 1 2.2x4 compression web bracing must be instated where shown incorporation of component is the respondbdity ofinebuilding designer / +.' - porary 9 stability g construction 2 Design assumes the lop and bottom chords to be lateral braced at a. 3.Additional tem bracing to insure stabil during y 4+Q '11 ts the responslMldy of the erector.Additional permanent bracing of 7 o c and e110'o c respectively unless braced throughout their length by 3137$ DATE: 12/22/2016 the overall structure s the reDf impoontinuact ltehabacing rduired hereshwn++ nll(BC) � sang oo d ty of the bulltlmg tl 11 brsor 3 2x Impact brldglrr or lateral bracing required where shown++ - (41511 SEQ.: K2 6 9 9 5 3 9 4.No load should be applied to any componentuntil sry l after all B and 4.Installation of truss Is the responsibility of the respective contractor. AS N[: 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, V TRANS ID: LINK design loads be applied m any component. and are for foil bon of see. ZQNA�+ . 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull artrg el all wpports shown.Shim or wedge I/ r� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 27,2 1.f 6 6.This design Is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies o/which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate site of plate in Inches. MITek USA,IRC./CompuTncs Software 7.6.8(11)-E 10.For basic connector plate design values see ESR-7371,ESR-1958(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' TC: 2x9 DF #1&HTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 140 mph, h=21.2ft, BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF .2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, DL ON BOTTOM CHORD = 10.0 PSF Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 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 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-11-08 7-11-08 1' 1' 1212 I IM-4x4 6.00 I .. Q 6.00 3 �c� GINE�� cS©9 89200PE t! 0 2 WII9 -ETONcti r. f o97.i-6wf/e Y M-3x4 M-3x4EXPIRE& 12/31/2017 y y b 1 1-06 15-11 1-06 •,a4,9+v WAS '.-1" JOB NAME : LENNAR 3180—A BAINBRIDGE — G1 �s«,!'r� ' , Scale: 0.4603 [-" a"16��I^.® Q 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: G1 and Wamngs before construction commences building componentApplicability of design parameters and proper /op pressen we Incorporation of component is the responsibility of the buildng designer /'I.,II 2.2x4 corn b bracing be installed where shown+. 2.Design assumes the top and bottom chords to be leterely braced at , � Q €ry 3.Additional temporary braGng to insure stability during construction T o.c and at t0 o c respectively unless braced throughout their length by �`(" 5139° [[['��,,Y Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - v 4'GIS DATE: 12/22/2016 the overall structures the responsibility of the building designer. 3 v Impact bridging or lateral bracing required where shown++ 'r'Slis�nn 1 4.No load should be applied b any component until after all braGng and 4.installation of truss Is the responsibility of the respective contractor. V'((� �p q SEQ.: K2 6 9 9 5 4 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 43.A1J l TRANS I D: LINK design loads be applied to any component. and Design assumes are for'dry condition"bio d og use. ppo wedge 5.Compares has no control over and assumes no responsibility for the e.Dee�l full bearing tall su ds shown.Shim or wad if wary. 1.�pr� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Deeem December 27,2016 6.This design is furnished subject to the Ilmitehons 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 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER: Larry M LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-159) 831 3- 8=(-299) 203 BC: 2x4 DF #1&BTA SPACED 24.0" O.C. WEBS: 2x4 DF STAND 2- 3=(-1006) 259 8- 6=(-199) 831 8- 4=( -37) 918 3- 4=( -755) 170 LOADING 8- 5=(-299) 203 9- 5=( -755) 170 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1006) 258 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD= 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -192/ 839V -83/ 83H 5.50" 1.34 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 15'- 11.0" -142/ 840V 0/ OH 5.50" 1.34 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.021" @ 7'- 11.5" Allowed = 0.750" MAX TL CREEP DEFL = -0.048" @ 7'- 11.5" Allowed = 1.000" MAX LL DEFL - 0.013" @ 17'- 5.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ 17'- 5.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.010" @ 15'- 5.5" A 7-11-08 / 7-11-08 MAX HORIZ. TL DEFL = 0.016" @ 15'- 5.5" 4-02-02 3-09-06 3-09-06 4-02-02 Design conforms to main windforce-resisting ff ,rsystem and components and cladding criteria. 12 6.00 p IIM-4x4 12 Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 Orr load duration factor=1.6, 9 ,(-,f Truss designed for wind loads �P in the plane of the trus ❑.,,r_ E10 .‹.-<- � ` .RoptSSS, , 4GINEF M-1.5x3 M-1.5x30 n Cas 3 5 �� 89200 E r p ,OREGONly� m p 1 o M-3x9 7 I A•eRRIL- 1?)- M-3x8 M-3x9 ��l ,I, y y EXPIRES:. 12/31/2017 7-11-08 7-11-08 l l 1-06 15-11 y y 1-06 JOB NAME : LENNAR 3180-A BAINBRIDGE - G2 ,'WAc Scale: 0.3603kaip WARNINGS: GENERAL NOTES, unless otherwise noted: -, 15 r /0 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: G2 and Warnings beforeygn construction building component component Is the of responsibility parameters and proper 2.264 compression web bracing mus[be installed where shown 4. Incorporation of component la responsib IM of the building designer. - 2 Design assumes the top and bottom chords to be laterally braced e ; ..1.A. / i 3.Adddlanal temporary bracing to insure dabilM during construction 7 o.c.and at 1 d o c re G ve .aRl 1�AQ R H the responslb Iffy of the erector.Adtlalonal permanent bradng of sPe ly unless braced throughout Meir length by "(" 7U rv47 DATE: 12/22/2016 the overall structure eche responsibility of the building tleslgner continuous sheathing such as plywood sheathing(7C)and/or drywall(Sc) 3 Dr Impact bridging or lateral bracing required where shown e �+, 4n'(s,(S „ {Y SEQ.: K2699541 4.No load should arecoeleteaapplied toenotimcomponent anybedsail bracing and 4lnctallatonoftruss sthe responsibility usedfthe respective sloeecontractor. Ag �G 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, ZONAL A Lr . TRANS I D: LINK design loads be applied to any component. and are for dry condnion'of use. f1 �, 5.CompuTrus has no control over and assumes no responsibllily for the 8.Designa assumes full bearing at all supporta shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. - - 6 This design Is furnished subjed to the limitations set forth by 8.Pistes assumesadequateothfageiapruss,an December 27,2016 e.Phtes shell be located on both faces of fess,and placed co their center TPIN/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 9 Digits Indicate size of plate in Inches. 10.For basic connector plate design values see EBR-1311,ESR-1988(Welt) This design prepared from computer input by JP LUMBER SPECIFICATIONS 15-11-00 GIRDER SUPPORTING 35-09-00 IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9456) 2099 1- 6=(-1806) 8246 6- 2=( -586) 2809 2- 3=(-6610) 1500 6- 7=(-1784) 8144 2- 7=(-2708) 640 WE: 2x6 DF SS LOADING 3- 4=(-6610) 1500 7- 8=(-1784) 8194 7- 3=(-1272) 5692 WEBS: 2x6 DF STAND; 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-9956) 2094 8- 5=(-1806) 8246 7- 9=(-2708) 640 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 11.0" V 4- 8-) -586) 2804 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 15'- 11.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -1402/ 6309V -69/ 68R 5.50" 10.09 DF ( 625) Attach 2 ply with 3"x.131 DIA GUN 15'- 11.0" -1402/ 6309V 0/ OH 5.50" 10.09 DF ( 625) nails staggered: BOTTOM CHORD CHECKED FOR LSPSF LIVE LOAD. TOP 1"' 9oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6"" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 •• 9" oc in 1 row(s) throughout 2x9 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.085" @ 7'- 11.5" Allowed = 0.750" MAX TL CREEP DEFL = -0.202" @ 7'- 11.5" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.028" @ 15'- 5.5" MAX HORIZ. TL DEFL = 0.047" @ 15'- 5.5" 7-11-08 7-11-08 ` f f 1 COND. 3: 1500.00 LBS SEISMIC LOAD. 4-06-12 3-09-12 3-04-12 9-06-12 SHEARWALL 0.00 to 15.92 1. `T f f NOTE: TRUSS DESIGN ASSUMES UNIFORM 12 12 SHEAR TRANSFER M-5x6 Q 6.00 6.00 6.0" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �i\ (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 •s M-3x8 M-3x8 • t� PR Opt+ S<� r� 40,11\14.. Lvo M-5x10 M-5x10 �` $9200PE 9 r iii gAl o ® OREGON lU ,,5 o M-3x8 M-7x10 M-3x8 �P y y y ), y EXPIRES: 12L31/2017 4-05 3-06-08 3-06-08 4-05 y y 15-11 .0 LL8 40 m r�WAg1 +? JOB NAME : LENNAR 3180-A BAINBRIDGE - GGIRD ' `. ' �o0 Scale: 0.9275 .. fl;r ' WARNINGS: GENERAL NOTES, unless otherwise noted: ��"" Ns /A- 1.Builder and erection contractor should be advised of all General Notes I.This design isbaxd only upon the parameters shown and isfor an Individual %liot , Truss: GGIRD and Wamings 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 responstbllty of the building tlesigner. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et C 139: F,, • s the responsibility of the erector.Additional permanent bracing of T o i and at ea o c respectively a ply unless braced Ihroug and/or they length by jj..�J T 4" continuous sheathing such as plywood sheathing(TC)end/or tlrywall(SC). V GTc1mC DATE• 12/22/2016 the overall structure sthe responsibility of the building designer. 3 2,Impact bridging or lateral bracing required where shown++ i{[�]ll ii''r, S E K2 6 9 9 5 4 2 4 No bad should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of me respective contractor. 4•- fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used In a non-corrosive environment. and are for°dry cormmon°of use �`�r�IVAT:�''� TRANS ID: LINK design loads be applied to any component 8 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. fabrication,handling,shipment and installation of components. 7.Desgn assumes adequate drainage is provided. December 27,2016 8.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss.and placed so their center TPIANI'CA in SCSI.copies of which will be fumished upon requestlines coincide with joint center lines. S.Digits indicate she of plate In inches. MiTek USA,InciCompuTfus Software 7.6.8(IL)-E 10.For basic connedor plate design values see ESR-1311,859-1988(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/4" Center plate on joint unless x,y offsets are indicated. I 6 4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Causeury Property (Drawings not to scale) Damage Or Personal Inj Dimensions are in ft-in-sixteenths. iiiik 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 orX-bracing,is always required. See BCSI. C1-2 - ts' C2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I II—liONE _ bracing should be considered. rp U 3. Never exceed the design loading shown and never d6,\IIIiiipi, stack materials on inadequately braced trusses. Oll 4. Provide copies of this truss design to the building r 4 x 2 orientation,locate O7-sce- s-6 I- designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. pates 0- 'h/'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by 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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without priorapproval of an engineer. LM■ reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: 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, Mile Ie' 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