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Plans (2) 'T,`"AUc Lv Ac.ScI v Si.v 1 Cave. { 40'-0' 15'-11' 24'-1' 1 G1 1 $ 4 — - �- .., G2 2 r, 8112 ' 1. .i i::� id 7 t o I --- L7C ._ 25'5 6 6:12 0/ � . . $ / .- -„, /rei / 2, CO M 14 I i I E 8:12 ' ' I 5s I Ai - - -a • ,; IRD(2) < El F1 - _ s - 14 ... 1O'-81/T 5:12 i.,—.--; . sr - tto 5. 12 x.12 . - r- ---- A2 (2) --- . C2 (4) Al I b - --CI --- GARAGE RIGHT Ni I. 141-8' _I 4'-e' I 20'x' -I BUILDER: ©Copyright CompuTrus Inc.2006 ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS LENNAR 07/14/14 PLACEMENT NLY REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: DRAWINGS ENGINEERED STRUCTURAL LENNAR 3180-A BAINBRIDGE DRAW NGSFORALLEC FURTHER Pacifi umber INFORMATION.BUILDING DESIGNER/ENGINEERFOR OF RECORD R PLAN DRAWN BY. LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 1 / A CHECKED BY. DESIGNER/ENGINEER OF RECORD TO DERSEGVNEWAODR APOCOVNEOuAcn ONTRUSS n COMPANY DELIVERY LOCATION' SCALEREVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ti 40'-0' _ 24'-1' 15'-11' _ 2i) BM . -. . Cto le) • a , m; 6:12 iGI CI 8 ,r ,8 / / / / a M A 25 8 I I I I I I k I 1 6:12 51 SII 1a1 a19 I . E1 I _ I 101-8 10' < Fl 1 . t.:12II". sr 5:12 `•' cp ...../ _ ._ — ■ / C3 (5) ,Q - 5:12 •A3 (7� b ZA 'A2 (2) - , Al C2 ;4) GARAGE LEFT �'L _ 1- 20'-8' I 4'-8' 14'-8' f- O Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLANLPROVIDED D FOR TO USS LENNAR 07/14/14 PLACTRUSS CALCULATIONS AND ENGINEERED STRUCTURAL cm ber PROJECT TITLE: REVISION-1: DRGFURTHEROFEC p� INFORMATION.BUILDING LENNAR 3180-A BAINBRIDGE NFOMATIDESIGNER/ENGINEER.BIL RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN' DRAWN BY: LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING 1 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL TRUSS COMPANY DESIGNS PRIOR TO CONSTRUCTION. DELIVERY LOCATION: SCALE REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. l. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). te th, i 1 V. I A. 040 et, 2 4243 I'26. U S51t" , �JQA.J004. ; /0/q// EXPIRES 613011 r IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0' ICOND.-2: Design checked for net(-5 psf) uplift at 24 "oc s . IC: 2x4 OF 41&8TR LOAD DURATION INCREASE= 1.15 Design conforms to main windforce-resisting BC: 2x4 OF 818BTR SPACED 24.0"O.C. system and components and cladding criteria. TC LATERAL SUPPORT<=12"OC. UON. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BWL=6.0, ASCE 7-10, BC LATERAL SUPPORT<=12'0C. USA, LL( 25.0)+pL( 7.0) ON TOP CHORD= 32.0 PSF OL ON BOTTOM CHORD= 12.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration tactor=l.6, Connector plate prefix designators:CceTOTAL LOAD= 42.0 PSF Truss designed for wind loads C,M2OAS,,CN18 M(or16 no prefix) =riepuTrus, Inc in the plane of the truss only. M,M20HS,M18HS,M16=MiTek MT series LL=25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall OUR.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. J BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-04 10-04 T '12 12 116-404 Q 5.00 5.00 3 IIIIIiiii o ill 11 N _N 11111111 -. 4 M-3x6(S) \NEgD�p'Fcs, o M-3x4 GIN c` '� N//1/ I s/O2 ¢- '92,1PE r 'I 7-01-04 13-06-12 vG OREG9N�p, <<u b 1-06 b 20-08 -- 111-1 .VP-�- MRRI0 e EXPIRES:12/31/2015 JOB NAME: LENNAR 3180-A BAINBRIDGE Al Scale: 0.3707 WARNINGS: GENERAL NOTES,unless otherwise noted: .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 q�`� o�wyf��r Truss: Al 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 components the responsibility of the building designer. ,L - Ta .c, 3.Additionalt b 9t insure during elruct on 2 OeNgn assumes the top and bottom chords to be laterally braced at Q- temporary t1' g cen T o c and at 10 o c r spedively unless braced thmughoul the r length by .j, DES. BY MJ is the po tilty of the Atltlaonal per anent bracing of nous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/21/2014 the Il structure theresponsibility of the building andesigner.bracing 3.2xImpact bridging or lateral bracing required where shown+a n :°46 I � �{'`� 4.No load should be applied to any component until after all bracing antl 4.Installation of truss is the responsibilityuse of the respective contractor. > SEQ.: 6001880 fasteners are complete and atnotime should amWads greater than 5.Deslgnassumes trusses are tobeuseana corroNveenvironment, L design loads be applied to any component d are for"dry full condition"of use. 4 TRANS ID: 403958 5.Coignloashesnoliedtocontrol overandonent. noresponblityforthe 6. S9necessanasmes llbeaagatallsuppoasshown.Shimorwedgeif ✓ P�51398� qfabrication.handling.shipment and Installation of components. 7,Design assumes adequate drainage is providedCl$11rR 6.This design is furnished subject to the lineations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 'FS G 11111111111111111111111111 PIAN GA in SCSI copies of which will be famished upon request. lines coincide with loom center lines. SIONALr, S 9.Fir b indicate sae of platedesgches. MiTek USAnBC./Cemps of w SOwillbe 7.6.6(1 L)-E 78.For basic connector plate tlesign values see ESR-1311.ESR-1988(MiTek) Is A 1111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDFICq=1.00 TC: 2x4 DF 1(1813TR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 65 2- 8= BC: 204 DF 418BTR (-/14) 1398 3- 8=(-301) 203 SPACED 24.0" O.C. 2- 3=�-1594) 356 B- 9=(-114) 933 8- 4=( -97) 481 WEBS: 2x4 DF STAND 3- 4=(-1396) 328 9- 6=(-291) 1398 4- 9=( -97) 481 LOADING 4- 5=(-1396) 328 9- 5=(-301) 203 TC LATERAL SUPPORT<- 12'OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1594) 356 BC LATERAL SUPPORT<=12°OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 65 TOTAL LOAD= 42.0 PSF OVERHANGS: 18.0' 18.0" Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Con Connector 8,CN18 (or no prefix) =Gam uTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) C,CN,C1 ,CN/8(or n MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -130) 1039V -74/ 74H 5.50" 1.66 OF ) 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 8.0" -130/ 1039V 0/ OH 5.50" 1,66 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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= -0.049" @ 7'- 1.3° Allowed = 0.988" MAX TL CREEP DEFL= -0.117" @ 7'- 1.3" 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= 0.019' @ 20'- 2.5" MAX HORIZ. TL DEFL= 0.031° @ 20'- 2.5" 10-04 10-04 Design conforms to main windforce-resisting T ,' system and components and cladding criteria. 5-05-14 4-10-02 4-10-02 5-05-14 Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.00 L M-4x6 Z1 5.00 Truss designed for wind loads in the plane of the truss only. 4.0" 4 r--,0 Iii / M-1.5x3 / M-1.5x3 E, c ��PEp PROFFss o Cj GIN M-3x4 0.25" M-3x4 IA-3x4 !921SPE M-5x6(S) / b /I tr 7-01-04 6-05-07 7-01-04 -vL OREGON, ,�4X L 1-06 y 20-08 yy / 1-06 O 92C 4 My 14,ARILL9 JOB NAME: LENNAR 3180-A BAINBRIDGE - A2 EXPIRES:12/31/2015 Scale: 0.2952 WARNINGS: GENERAL NOTES,unless otherwise noted: _$RRj(,(, 1.Builder and erecson contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CIS" q� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,Q F WA$fi♦' j 2.2x4 compression web bracing must be installed where shown♦ 2 corporation of component is the responvbility f the building designer. vy 1' 3.Additional temporary bracing to insure stability during wnstrudion Design assumes the top and bottom chords to be laterally braced at e F' C �' DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1a o.c.respectively less braced throughout their length by .„.'s �` TO the overall structure is the res nslbil of the buildingtlea continuous sheathing h as plywood sheathing(TC)and/or drywall C. DATE: 7/21/2014 po ity gner. 3.2Impact bridging lateral bracing required where shown,. -/ 4 pi. A No load should be applied to any component until after all bracing and 4 Installation of truss's the responsibility of the respective contractor. y SEQ.: 6001881 fasteners are complete and at no time should any loads greater than 5.Designassumeao-ussesaretobeusea nanorrosive enp design loads be applied to any component d are for''dry condition.'of use. 51/ TRANS ID: 403958 5.CompuTms has no control over and assumes no responsibility or the 6.Design assumes full beadg at all supports shown.Shim or wedge if 5. tq fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. �Q� CISTSR� 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 111111111111111111111111111111 I III TPIIWTCA in BCS],copies of which will be furnished upon request es coincide with joint center lines. �sr1Q G s Digits indicate ittoofplate iemnNAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 1, 11E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF)Cq=1.00 IC: 2x4 OF N1&BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 65 2- 7=(-315) 1399 3- 7=(-301) 202 BC: 2x4 OF 41&8TR SPACED 24.0"O.C. 2- 3=(-1595) 379 7- 8=(-138) 935 7- 4=( -96) 481 WEBS: 2x4 OF STAND 3- 4=1-1397) 352 8- 6=(-306) 1404 4- 8=( -94) 485 LOADING 4- 5=(-1400) 360 8- 5=(-306) 201 TC LATERAL SUPPORT 0=12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1599) 385 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 BRG REQUIRED BRG AREA LL=25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SS.IN. (SPECIES) Connector plate prefix designators: 0'. 0.0' -134) 1050V -64/ 74H 5.50' 1.68 OF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 8.0' -1031 867V 0) OH 5.50' 1.39 DF ( 625) M,M2OHS,M18HS,M16=MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CONS. . 2: Design checked for net(-5 psfl uplift at 24 "oc spacinc1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 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° @ -I'- 6.0' Allowed= 0.200" MAX LL DEFL= .0.050" @ 13'- 6.7" Allowed= 0.987" MAX TL CREEP DEFL= -0.117" @ 13'- 6.7" Allowed= 1.317" MAX HORIZ. LL DEFL= 0.019" @ 20'- 2.5" MAX HORIZ. TL DEFL= 0.031° @ 20'- 2.5° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10-04 10-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '1' T T load duration factor=l.6, 5-05-14 4-10-02 4-10-02 5-05-14 Truss designed for wind loads 'I' f . in the plane of the truss only. 1212 5.00 1 M-4X6 "'5.00 4.0' 4 nu " M-1.5x30 M-1.5x3 e ��Ep PROFFS '' -71P117fr �eo.25" 8 .6 0 cC '92f0PE r M-3x4 M-3x4 M-3x4 M-506(S) 11101"_ �/ ,1 - ), cc 7-01-04 6-05-07 7-01-04 y` ,�OREGON�ha oto /, b /O gY14, 20 Q4 1-06 20-08 SFR RIL\-0 JOB NAME: LENNAR 3180-A BAINBRIDGE - A3Scale: 0.2920 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unlessotherwise noted. tt,SRRILL 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 Kra. 8'�.fr and Warnings before construction commences. building component.Applicability of design parameters and proper wOV IIj44 Truss: A3 incorporation of component is the responsibility of the building d goer C� 2.2x4 compression web bracing must be installed where a. '� 3.Additional temporary bracing90 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 Q A. O DES, BY: MJ is the responsibility of erector.Additional permanent f 7oc.and at 10oc respectively unless braced throughout ther length by 4e t pons'tyo pemene go continuous sheathing such as plywood sheathng(TC)and/or drywall(BC). DATE: 7/21/2014 the overall structure is the apo 'b I ty of the building designer. 3.2x Impact bridging or lateral braang required where shown+a j/ 4.No load should be applied toany component until after all bracing and 4.Installation of truss is the responsibility f the respective contractor. SEQ.: 6001882 fasteners are complete and atT should any loads greater than 5.Deslgnassumestrussesaretobeusedinano rrosiveenvronment 'r design loads be applied to any component. d are assuor mes fdi0econdition"or use. /,t: TRANS ID: 403958 S.CompuTushasnocontroloverandasmesnoresponbl for the 6.mcemassumesullbeadgatallsppotlsshown.Shimorwedgelf IS 43 51398 4y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 3A 1'0ISTE'¢� ' 6.This design is furnished subject to the limitations set forth by 6.Plates stroll be located on both faces of truss.and placed so their center S G it IIIIIIIIIVIIIVIIIVIIIIIIIIIIIIIII TPIAMCAinBCSI,espiesofwhich will be furnished upon request. linescoirwidewithIofpcentnrlines. SIONAL 9.FoDigits linescoincide size oftcent stinches. . MiTek USA,IDC./CompuTNS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4. IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.5° IBC 2012 MAX MEMBER FORCES 4BR/GDF/Cq=1.00 TC: 2x4 DF 41&BTR LOAD DURATION INCREASE= 1.15 1-2=( -9) 4 5-4=(-170) 362 2-5=(-128) 122 BC: 2x4 DF X1&BTR SPACED 24.0° O.C. 2-3=(-112) 103 5-3=(-412) 248 WEBS: 2x4 DF STAND 3-4=(-450) 218 LOADING TC LATERAL SUPPORT<=12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<=12'0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA For hanger specs. -See approvedplans TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) P pP 0'- 0.0" -50/ 419V -141/ 52H 5.50' 0.67 DF ( 625) Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 9'- 11.5" -49/ 418V 0/ OH 5.50' 0.67 OF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL M,M20HS,M18H5,M16=MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CONS. 2: Design checked for net(-5 pst,) uplift at 24 "oc spacin 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL LL DEFL= -0.253° @ 4'. 11.8° Allowed= 0.433" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL= -0.305" @ 4'- 11.8° Allowed= 0.577" 0-03-12 4-04-02 5-03-10 MAX HORIZ. LL DEFL= 0.003" @ 9'- 6.0° T f f f MAX HORIZ. TL DEFL= 0.004' @ 9'- 6.0' M-15X3 12 Design conforms to main windforce-resisting . 7 ."5.00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat_2, Ex p.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 es u 0 v .45 kalv 5•• ►i4au 0 M-3x4 M-354 �, 0 PROpeo 4,5, -7%ii/if' * b '921 9-ON PE r ,1 - y f° /41111." 9-11-08 y4 4,OREGON 11i 4.4r 'O 1Y 14, 2� Q�- MRRIU-0 JOB NAME: LENNAR 3180-A BAINBRIDGE - A4 EXPIRES:12/31/2015 Scale: 0.4749 ooyy****.. WARNINGS: GENERAL NOTES,unless othercnse noted' . e 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 .Q Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 4= 04 WA$g 7a i. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Q- a.F, 'M0, .t, 3.Atltlitional[empomry bracing to insure stabilTy tluring construction 2.Design assumes the top and bottom chords to be laterally braced at 4 T '! DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 7oc and at 10 ac respectively unless braced throughout their length by Ha O the overall structure s the re dl f the buildingt nous sheathing such as plywood sheathing(TC)and/or drywall(BC). i 1. DATE: 7/21/2014 spons ity o designer. 3 ZS bridging or lateral bracing required where shown++ , �I� ' t," • 4 No load should be applied to any component until after all bracing and 4 Installation of truss s the responsibility of the respective contractor. SEQ.: 6001883 fasteners are complete and at notime should any loads greater than s Design assumes trusses are to be used nanon-corrosive environment, design loads be applied to any component and are for"dry condition"of use TRANS ID: 403958 5.CompuTmshas no onUolover and assumes noresponsiNlry for the 6.Design assumes ullbea gatalls supports hown.SFmorwedge f p 51398 Wa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '+p R-'GISYER� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,antllaced so their center II I I I IIIII II II 111111 I II II III TPWJTCA in 0001,copies of which will be furnished upon request. g lines coincie withDigits indicated ntli adte s e of plate nrinlches 10. p �SSIONAL G MiTek USA,ICC./CompUTtvs Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311.ESR-1588(MiTek) 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.8" IBC 2012 MAX MEMBER FORCES 4WRIGDFICq=1.00 TC: 2x4 OF M1&BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 72 2-7=( -74) 67 7- 3=(-576) 171 BC: 264 OF k1&BTR SPACED 24.0" O.C. 2- 3=(-148) 117 7- 8=( -89) 89 3- 8=( -42) 463 WEBS: 264 OF STAND 3- 4=(-541) 117 8- 9=(-137) 491 8- 4=( -11) 142 LOADING 4-5=) -83) 79 4- 9=(-566) 117 TC LATERAL SUPPORT<=12°0C. UON. LL(25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=( -5) 2 9- 5=(-154) 99 BC LATERAL SUPPORT<=12'0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 45.0 PSF OVERHANGS: 30.0" 0.0" BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LL=25 PIP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 00.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -139/ 637V -45/ 139H 5.50" 1.02 OF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 7.5' -72/ 679V 0/ OH 5.50" 1.02 OF ( 625) M,M2OHS,M18HS,M16= MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 9.8° -52/ 472V 0/ OH 5.50" 0.76 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L)240, TL=L1180 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= 0.475" MAX TL CREEP DEFL= -0.022° @ 9'- 10.0" Allowed= 0.633' 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. 4-09-04 5-01-02 4-07-10 0-03-12 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, ,'--- T T '(! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 3.00 M-1.5x3 Truss designed for wind loads 5 6 in the plane of the truss only. a M-3x4 4 I Iii% 0 M-3x4 O a WA PR ��ED OFF7/7(;)'5",� ON S 8 1 2 �M-3x4 M-1.523 M-3x4 M-3x4�I �4, ��92�/ PE 97 i IW.' 4-07-08 4.11-06 5-02-14 Cc- y y -v , OREGON{� �ltX 2-06 (PROVIDE FULL 11. 3_,_d 14-09-12 ,0 --9 14-09-12 14, 20 MFRFm. - JOB NAME: LENNAR 3180-A BAINBRIDGE - B1EXPIRES:12/31/2015 Scale: 0.3452 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 Wim, e and Warnings before construction commences. building component.Applicability of design parameters and pro 4 O4 Ativiv r Truss: B 1 2.2x4 compressionse web bracing must be instated where shown a. Incorporation of component is the responsibility of the building designer. Q' ' C �' g 2.Design assumes the top and bottom chords to be laterally braced at 4) T "A 3.Addt onal temporary bracing t stability during construction T >v Q DES. BY: MJ is the responsibility of 1 Additional permanent of 2oc and at 10 oc respectively unless braced throughout their length by A. 1._ pons) tyo a permanen gcontinuous sheathing such as plywoodaheathng(TC)and/or dryvall(BC). y� DATE: 7/21/2014 the overall structure's thepo 'ditty of the building designer. 3.2xImpact bridging or lateral bracing required where shown++ y f4041f' 4.No load should be applied to any component until after all bracing and 4.Installation of truss's the responeidlity of the resctive contractor. -x SEQ. : 6001884 fasteners are complete and at no time should any loads greater than 5 DeNgn assumes trusses are to be used n a nonenvironment. ,L,,r - designloads be applied to an 1. d are ss.dry condition'of use, t pp y component. 6.Dewcegassumes NII bearing at all supports shown.Shim or wedge if 4 TRANS ID: 403958 S.CompuTrus has no control over and assumes no ditty for the �+ 51398 4♦ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Odf` �FCIS1'ER� 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 FS St1P 1111111 IIIIII II1111111111111111 Ill (III PIMTCA in BMcopies ofwhich will he furnished upon reque nes coincide with Joint center lines. SIONAL 9.Digits indicate size of plate in inches. MiTek USA,Inc./COtnpUTfUS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(MiTek) f S. IIIIIIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 14'- 8.0" TC: 2x4 OF e18BTR LOAD DURATION INCREASE= 1.15 �QDND. 2; Design checked for net(-5 psf) uplift at 24 "ac spacing.) BC: 204 DF N18BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT<=12°0C. SON. LOADING BC LATERAL SUPPORT<= 12"0C. UON. LL( 26.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=20.7ft, TCDL=4.2,RC0L=fi.0, ASCE 7-10, Connectorplate DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp-B, MWFRS(Dir), prefix designators: TOTAL LOAD= 42.0 PSF load duration factor=l.6, C,CN,CI8,CN18 (or no prefix =CompuTrus, Inc Truss designed for wind loads M,N2OHS,M18HS,M16=MiTek MT series 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 SON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-1x2 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. 7-04 7-04 2 I 5.00" 1'M-4x4 12 5.00 _3_1 • 0 4 0 III- o A D ';r. F o 2 8-354 •92e PE 9r 1, 1-06 cr -y i� 14-08 y` , EGON� �I0 <0 gy14, 20 p- MRRiL\-6 JOB NAME: LENNAR 3180-A BAINBRIDGE - Cl EXPIRES:12/31/2015 Scale: 0.4986 WARNINGS: GENERAL NOTES,unless otherwise noted: _`4, LL 8 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 LV"" Truss: Cl and VVamings before construction commences. building component Applicability of design parameters and proper 4 FW� T 2.244 compression web bracing must be installed where shown+. orporation&component is the responsibility of the building designer. DES. BY: MJ 3.Additional temporary bracing to insure stability during c°nsCudimn 2.Design assumes the top and bottom chords to be laterally braced at L� C �P is the responsibility of the erector.Additional permanent bracing of Tom.and ell].ow.respectively unless braced throughout their length by 4 �Q' A"< TO DATE: 7/21/2014 the overall structure's the responsibility continuous sheathing such as plywood sheathng(7C)andlor drywall(BC) .�, spons Ity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 i 4 No load should be applied to any component until after all bracing and 4 Installation of truss is the respons bllty of the respective ccntractor ✓1 (- .t SEQ.: 6001885 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are t°be used in a noncomsenvironment, // J TRANS ID: 403958 design loads be applied to any component daremr"dry condition"muse. non-corrosive 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge f - 4 �4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r fO. j1398R IIIII 11111 III III IIIII III III IIII 6.This design is Nmished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center e $IE TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. SSI lG MiTek USA,Inc/CompuTrus Software 7.6.61E-E 10.Fo9. 9its basicicate size connecto�fletete in"Chi ONALT ( ) p design values see ESR-1311,ESR-1988(MiTek) } 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/GDFICq=1.00 TC: 204 OF N188TR LOAD DURATION INCREASE= 1.15 1-2=( 0) 65 2-6=(-47) 672 6-3=(0) 340 BC: 204 DF 8186TR SPACED 24.0" 0.C. ) 144 144 6-4=(-47) 672 2-3=(-82B WEBS: 2x4 OF STAND 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"00. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING WAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE 00.IN. (SPECIES) LL=25 PSF Ground Snow (Pg) 0'- 0.0" -1081 787V -45) 45H 5.50" 1.26 DF ( 625) Connector plate prefix designators: 14'- 8.0" -1081 787V 0/ OH 5.50' 1.26 DF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16=MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing.) BOTTOM CHORD CHECKED FOR 10PSF 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= -0.063" @ 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' @ 14'- 2.5" MAX HORIZ. TL DEFL= 0.012' @ 14'- 2.5' Design conforms to main windforce-resisting system and components and cladding criteria. 7-04 7-04 12 TWind: (Allm Heights), Enclosed,2Cat.2,fi EOP R, RWWFRS(Dir), 12 load duration factor=1,6, 5,00 D iiM-4X4 D 5.00 Truss designed for wind loads 4.0" in the plane of the truss only. 3,,t-,-7( 111 1.0" 7E0 2 a ,4 1 o ��RstO PR()pee t M-3x4 M-185x3 M-3x4 o ' '"7/1///ra /O -0-9 '9 � �PE > J' 7-04 )' // 7-04 Q y y y OREGON 4,y 1-06 y 14-08 1-06 0"47 14,?= P+' 44EARIL\-6 JOB NAME: LENNAR 3180-A BAINBRIDGE - C2Scale: 0.3986 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: vx5RILL e 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual ,`0f OK(e c'.� � Truss• C2 and Wemings before construction commences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Oe 4� C?, ,P 2.De sign assumes the top and bottom chords to be laterally braced at t- 0 3.Adte'onal temporary bracing to stability during construction T o c.and at ee sped ly unless bracetl throughout the r length by `A t - T: - DES. BY: MJ is the responsibility or me erector.Additional permanent bracing of continuous sheathing such plywood required and/or drywall(BC). �//���//��''����tt DATE- 7/21/2014 the overall structures the to any sblllly of the building designer. 3.2x Impact bridging lateralb g required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of trusstheresponsibility of the respective contractor. ',,+ -'-➢ SEQ.: 6001886 fasteners are complete and atnatime should any loads greater than s Design assumes trusses are tobeused nanoncorrosiveenvronment, .�,-L design loads be applied 10 any component. d re for dry condition g use ay TRANS ID: 403958 5.Compute shasnocodtoanntrol component.snoresponsGliryhrthe R.Design assumes llbeadngatallwppo sshown.Bhimorwedgeif ✓ p P 51398 W fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Off, L'GIy^(ER� 6.This tlesign is furnished subject to the limitations set firth by 8.Plates shall be located on both faces of truss,and placed so their center 44`5e G VIII III I III I II II IIII IIII II II IIII IIII PIM GA in BCSI,copies of whih will be furnished uponrequest. g Diglinees coincide sizeith lof plcentertinches. NAL MITek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connedor plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0" TC: 2x4 DF 111&BTA LOAD DURATION INCREASE= 1.15 IBC 2012 30) MEMBER FORCES 4WRIGD2=)I) .00 BC: 2x4 OF p18BTA SPACED 24.0" O.C. 1.2=(-830) 167 1-5=(-78) 674 5-2=(0) 340 WEBS: 204 OF STAND 2-3=(-830) 153 5-3=(-78) 674 LOADING 3-4=( 0) 65 TC LATERAL SUPPORT<=12'OC. UON. LL) 25.0)1DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT<= 12'0C. DON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) 0'- 0.0" -73/ 615V -471 360 5.50° 0.98 OF ( 625) Connectorplate LL=25 PSF Ground Snow (Pg) 14'. 8.0" -113) 6030 0/ OH 5.50' 1.28 OF ( 625) prefix designators: C,CN,C18,CN18 (or no prefix) =CampuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16=MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked far netf-5 psfl uplift at 24 "oc spacing BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.013' @ 16'- 2.0' Allowed= 0.200" 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= 0.215' @ 3'- 10.7' Allowed= 0.708" MAX HORIZ. LL DEFL= 0.007' @ 14'. 2.5' MAX HORIZ. TL DEFL= 0.012" @ 14'- 2.5' Design conforms to main windforce-resisting system and components and cladding criteria. 7-04 7-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f '� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 5.00 D I'M-4X4 Q 5.00 Truss designed for wind loads 4.0" in the plane of the truss only. 2 F-( MI 1.0° a Q o 0 5 .� M-3x4 M-1.5x3 M-3x4 3 0 \ca'�F AGIN 1 05 ssSb y '92SSPE 9 r y / Ater 7-04 7-04 14-08 y 1-06 y -74. 4/OREGON�tx X1.0 <O '1)-14, 2-°\ -t- MFF RILL 0P JOB NAME: LENNAR 3180-A BAINBRIDGE - C3 EXPIRES:12/31/2015 Scale: 0.4271 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised at all General Notes 1.This design is based only upon the parameters shown and is for an individual ` Truss: C3 and Wemings before construction commences. building component.Applicability of design parameters and proper 2 214 compression web bracing must be installed where shown t. incorporation of component is the responsibility of the building deigner. 4:911:::::::1-1-„,' DES. BY: MJ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at �4' L' �' is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c.respectively unless braced throughout their length by �e (pi..„ 1O DATE: 7/21/2014 he ove alts acture is res continuous sheathing such plywood sheathing(TC)and/or drywall(BC). .� responsibility of the building designer. 3.2xImpact bridging orlateral b g required where shown t i1�� 'tel 4 No load should be applied to any component until after all bracing and 4 Installation of truss thesponMbility of the respective contractor. e SEQ. : 6001887 fasteners are complete and at no time should any loads greater than s Design assumes trusses beused nanon-oorrosiveenvronment TRANS ID' 403958 design loads beapplied toanycomponent. 6 pe�arero,dyconda use. 5 '' ' S.CompuTrus has no control over and assumes no responsibility for the ce9gnassumes full bearing at all supports shown.Shim or wedge f <�' 51398 Ora fabrication.handling,shipment and installation of components. De ry' 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate bodrth facesage is provided.c. 0 �FV•IST,b•¢ II I III II II IIIIIIIIIIIIII I I III IIII TPIMTCA in SCSI,copiesf which will be furnished u 8.Plates shall be located on both of truss,and placed w their center o ponrequeN. 9.Forb0inidicatesizeofplcenter in�ches. �S'sIONAL G MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Y IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" roND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin . TC: 2x4 DF#1&BTR LOAD DURATION INCREASE= 1.15 Design conforms to main windforc e-resisting BC: 2x4 DF#18BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT<=12"0C. UON. LOADING Wind: 140 mph, h=23.6ft, TCOL=4.2,BCDL=6.0, ASCE 710, BC LATERAL SUPPORT<= 12'0C. USA. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD= 12.0 PUP load duration factor=l.6, TOTAL LOAD= 42.0 PUP Truss designed for wind loads Unbalanced live loads have beenLL=25 PAP Ground Snow (Pg) in the plane of the truss only. considered for this design. Gable end truss on continuous bearing wall UON. Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for M,N2OHS,M18HS,M16=MiTek MT seriescomplete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-10-08 17-10-08 T '1 1.1-11-09 5-10-15 5-11-01 11-11-07 _ 12 HM-4U4 12 6.00 , Q 6.00 ..------ _. M-3x6(S) M-306(S) • • p PROFpss . • I MM PAM rArs"�/I a ar •2ssPE a M-3x6(S) / - la M-3x4 �� in tr .e_ sN R <4 17-10-08 17-10-08 /O 41.14,20{P.-k-' Y y 4,1 1-06 35-09 RR11-k- JOB NAME: LENNAR 3180-A BAINBRIDGE - D1 Scale: 0.2350 EXPIRES::1V2T/T3.1/2015 WARNINGS: GENERAL NOTES,unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onN upon the parameters shown and is for an individual ,�0 4NfASxle T Truss: D1 and Wamings before construction commences. building component.Applicability of design parameters and proper Q� ��� 2,2x4 compression b bracing must be installed where shown+. rpo t fcomponent'the responsibility of thebuilding designer. �CT',� 3.Additional temporary bracing to stability during construction 2.Design s thetop d bottom chords to be laterally braced t PQ �1 Q DES. BY: MJ is the responsibility of erector.Additional permanent bracing of Z and t10 ped N less braced thro gh ut th' gth by t dY t sheathing h plywood sheathing(TC) dl dryrall(BC). / , DATE: 7/21/2014 the II t ctre is the responsibility of the building designer. 3 Di Impact bridging lateral b g required where h i'y 1/y N 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.en[ I/'I (0. SEQ.: 6001888 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used n a non rmsive environment, e design loads be applied to any component. andarefsrmsn4idry ba 9ata ' - Lk ponsi-Ay of use 6.Design full bearing at all supports shown.Shim or wedge f +p 51398 ,Lk. TRANS ID: 403958 s.CompuTrus has no nntrole tandin wmeaneree for ne w o� �AClszsR� fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 'Fss G, 11111111111111111111111 PIM CA in ecu copies ofwhich will be furnished upon request. 9.Ones coincide With size joint center in nnes. ZONAL o Digits indicate s¢e of plate in inches. M iTek TOA,Inc./CompuTrus of Sowillbe furnished 1D.For basic connector plate design values see ES R-1311,ESR-1988(MiTek) VIIIIIVIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDFIC-1 00 IC: 2x4 OF#18BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 76 2- 9=1 2269 9- 4=(-- 'I 177 BC: 2x4 OF 4188TR SPACED 24.0" O.C. 2- 3=(-2654 544 9-10, -291) 1695 9- (- 16) 477 WEBS: 2x4 DF STAND 3- 4=(-2404) 517 10-11=(- 284) 1897 4-10=(-683) 246 LOADING 4- 5=(-1699) 453 11- 8=(-442) 2268 10-5=(-247) 1128 TC LATERAL SUPPORT r_ 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1699) 466 10- 6=(-686) 246 BC LATERAL SUPPORT<= 12"OC. UON. OL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2407) 541 6-111 -36) 486 TOTAL LOAD= 42.0 PSF 7- 8=(-2657 OVERHANGS: 18.0" 0.0" I 574 11- 7=(-275) 209 LL=25 POE Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CH0R0 CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16=MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -271/ 1679V -192/ 201H 5.50" 2.69 OF ( 625) •' For hanger specs. -See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -205/ 1501V 0/ OH 5.50" 2.40 OF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing.] VERTICAL DEFLECTION LIMITS: LL=L(240, TL=LI180 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= 1.742" 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. 17-10-08 17-10-08 Wind: 140 mph, h=23.6ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, 6-03-13 5-09-05 5-09-05 5-00-05 5-09-05 6-03-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Trussduration designedf for owind 6loads 12 6.00 M-4%6 12 in the plane of the truss only. Q 6.00 4.0" 5 ' M-5x8(S) /p°! M-5x6(5) 0.25" / 3.1H0.25" �`/r/ M-1.5x3 i I1111111111100,+ + M-1.5x3 P rrD ROF 44, 2 • M •9PE 9r 0 0 o M-3x8 M-3x4 1u.25" 11 8'" o ' ii 41110.'M-3x4 M-3x8 0 .0 Q M-5x8(5) y` ,,_OREGONb, t4, 1' y - ) -- 1 i0 -'J 74, '1()\Os 1, )' 9-02-08 8-08 8-08 9-02-08 0 (-06 35-09 b MRRILA- JOB NAME: LENNAR 3180-A BAINBRIDGE - D2 EXPIRES:12/31/21)15 Scale: 0.1761 WARNINGS: GENERAL NOTES,unlessothemisenoted- O-.4.RWL(,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 Jt ll`�10�„'4"-wA$j�f�q,� Truss: D2 and Warnings before construction commences. builsng component.Applicability of design parameters and proper 'Y 2.N4 compression web bracing must be installed where shown a, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at P �� C A DES. BY: MJ iameresponSblityoftheerector.Additional permanent bracing of zo . d t10 .respectveyunless braced throughout their length by '0 FQ "<. �p '� the oveall structure is the responsibility of the building designer. t sheathing chabplywgotl required and/or drywall(BC). "k0 .� DATE: 7/21/2014 Po rtY g g er 3. continuous bridging lateral bracing q tl sheathing(TC) qherho ���^'"'- 4 No load should be applied to any component until after all bracing and 4 Installation of truss s the responsibility f the respective contactor. SEQ.: 6001889 fasteners are complete and at no time should any loads greater than 5. esign assumes trusses are m used in a non-corrosive environment, design loads be applied to an t. and re for"dry contlihon"of use. TRANS ID: 403958 5.CompuTas has no control overcomponent. assumes no responsibility for the a Design full bearing at all`supports shown.Shim or wedge if '.1(:). 51398 �4 fabrication,handling,shipment and installation of components. 7,Design assumesryadequate drainage is provided, Off, 'PACIS.LER� E This designs furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center I IIIIII II VIII VIII IVI VIII II II II III TPINVTCA in SCSI,copies of which will be furnished upon request. nes coincide with joint center lines. LC�sIO SCJ 9.Digits indicate cide size of plata)n nNAL G`- MiTekUSA,Inc./ColilpOTfUS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(M)Tek) VIII 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF X1&BTR LOAD DURATION INCREASE=1.15 1- 2=) 0) 76 2-10=(-373) 2278 3-10=(-272) 167 BC: 2x4 OF X1&BTR SPACED 24.0" O.C. 2- 3=(-2653) 532 10-11=(-259) 1902 10- 4=) -18) 477 WEBS: 2x4 IF STAND 3- 4=(.2404) 504 11-12=(-282) 1895 4-11=(-683) 247 LOADING 4- 5=(-1699) 454 12- 8=(-417) 2263 11- 5=(-237) 1128 TC LATERAL SUPPORT<=12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1699) 453 11- 6=)-683) 247 BC LATERAL SUPPORT<=12'OC. UON. DL ON BOTTOM CHORD= 10.0 POE 6-7=(-2404) 504 6-12=) .18) 477 TOTAL LOAD= 42.0 PSF 7- 8=(-2653) 532 12- 7=)-271) 187 OVERHANGS: 18.0' 18.0' 8- 9=( 0) 76 LL=25 PSF Ground Snow(Pg) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA M,M2OHS,M18HS,U16=MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -2691 16730 -2051 205H 5.50" 2.68 DF ( 625) 35'- 9.0" -269/ 16720 01 OH 5.50' 2.68 OF ( 625) ICOND. 2: Design checked for net/-5 pall 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= 1.742" 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 1' 'f 1' Design conforms to main windforce-resisting 6-03-13 5-09-05 5-09-05 5-09-05 5-09-05 6-03-13 system and components and cladding criteria. T T f f Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.6, 4.0' Truss designed for wind loads 5 Y--/ in the plane of the truss only. M-5x8(5) :`�3.1" M-5x8(S) 0.25" • 0.25" o c j5O3 \ +' 4 .1.51 , ,0 PROF,s GINE ,,q ,.... ,., As0 0 o 1/M-3x8 M-354 eU.25' M 3x4 M-3x8 1\ ' io 'I [r M-5x8(S) yL ,yOREGON�ha pi J, 9-02-08 b 8-08 1 8-08 b 9-02-08 b iO'71 i'14'2� P+ > b - l' > MARIL\-0 1-06 35-09 JOB NAME: LENNAR 3180-A BAINBRIDGE - D3EXPIRES:12/31/2015 Scale: 0.1785 �pILL 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 q, and Warnings before construction commences. building component.Applicability of de9gn parameters and proper ,`� Q4 WA$ffr� 'f j' Truss: D3 2 254 compression web t be where shown incorporation foo W M'the responsibility of the building Ed goer V �w O t{'' press on we sures z De g thetop and bottom hords to be laterally braced at 4 Q. 4u 3.Additional temporary bracing to insure statilityd g construction T and 110' respectively cr ly less brecedthroughout the rlength by r, w 1. DES. BY: MJ stns responsibility of erector.Additionalpermanent b bracing of continuoussheathing such as plyw od sheathing(TC)aodror drywall(BC). DATE' 7/21/2014 the overall structure is the responsibility of the building d gner 3 2.Impact bridging lateral bracing mudded where shown++ I.)�+f'r 4 No load should be applied to any component until after all bracing and 4 Installation of truss's the respon9bil ty of the res ci ve contractor +//�f SEQ.: 6001890 fasteners are complete and at no time shoultl ant loads greater than 5 Design assumes trusses are to be used inanon-corrosive environment :7'r gn pp any dare for"dry centlition''of use. des nada be applied to an6.Desi lull bean t all supports shown.shim or wedge f .�-� �j4 TRANS ID: 403958 5.CompuTushasno ontroloverantla wmesnoresponrrentc for the neceeeary mea �a cacao gel o ,I''GIST 8� fabrication,handling,shipment and installation ofcomponents.fofhents. 7.Design assumes adequate drainage is provided. 14'� GIsTrfR 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 S P 1111111111111111111111 TPIMJrCA in BCSl,copies of which will be furnished upon request. lines coincide with jof platecenter fl `'ZONAL 9.Diggs 60icale Sze ofplateininches. MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For ba9c connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 TO: 2n4 OF Al&BTR LOAD DURATION INCREASE=1.15 1- 2=(-2657) 575 1- 9=(-439) 2293 2- 9=(-275) 209 BC: 2x4 OF#16919 SPACED 24.0"O.C. 3=(-2407) 541 9-10=(-281) 1907 9- 3=( .36) 486 WEBS: 2x4 OF STAND 2- LOADING 3. 4=1-1699) 466 10-11=(-293) 1896 3-10=(-686) 246 TC LATERAL SUPPORT<=12"0C. UON. LL( 25.0)+pL( 7.0) ON TOP CHORD= 32.0 PSF 4. 5=(-1700) 453 11- 7=1.428) 2264 10- 4=(-247) 1128 BC LATERAL SUPPORT c=12°OC, UON. EL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2654) 517 10- =(-687) 246 TOTAL LOAD= 42.0 PSF fi- 7=(-2654) 544 5-111=( -17) 477 OVERHANGS: 7- 8=( 0) 76 11-6=(-271) 187 Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) C,CN,CI B,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGEBEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA M,M20HS,M18HS,M16=MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS/ 1501V 1ACTI92H SIZE 2 (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5'- 9.0" -271) 1679V -2011 192H 5,50" 2.40 IF ( 625) 35'- 9.0" -2711 1679V OI OH 5.50" 2.69 DF ( 625) ICOND. 2: Design checked for net)-5 psf) uplift at 24 °oc spacino.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0,128" @ 17'. 10.5" Allowed= 1.742' 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= 0.056" @ 35'- 3,5° MAX HORIZ. TL DEFL= 0.092" @ 35'- 3.5" 17-10-08 17-10-08 Design conforms to main w0ndfurce-resisting T ,� system and components and cladding criteria. 1`-- 6-03-13 5-09-05 5-09-05 5-09-05 5-09-05 6-03-13 Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T ----f (AID Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.0017'. M-4x6Truss designed for wind loads Q fi.00 in the plane of the truss only. 4.0" 4 M-55 6(5) 111044%0.25" ` 0.25" it o. lo M-1.5x3 +., M-1,5x3 ...000. \ co 44 o f• r� 2PFss v -M \• o /�-3x8 M-3x4 �.25" M-3x4 M-3x8 14-5x8(S) voCCy 8-08 8-08 9-02-08 O Y 74, 2 -�' 35-09 L1-O6y MFR RILL 0P JOB NAME: LENNAR 3180-A BAINBRIDGE - D4 EXPIRES:12/31/2015 Scale: 0.1878 WARNINGS: GENERALNOTES,unlessothemisenoted: _,GBRrjr 1.Builder and erection contractor should be advised of all General Notes 1.This deli n is based )Mr'- `c' " Truss: D4 and Warnings before construction commences. buildingg ' only and isrorer PV��OF WA Sit,. 71u 2.2x4 compression web bracing component.Applicability or design parameters and proper must be installed where shown�. Incorporation of component is the responsibility of the building designer. DES. BY MJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom fiords 10 be lateralb/braced at C is the responsibility of the erector.Additional permanent bracing of 7 loc.and at 10'o.c.respectively unless braced throughout their length bycoFQ- t • T DATE: 7/21/2014 the overall structure sthe responsbildyofthe buldingdesigner 3 2xnl ctbridging tinuous g'gI t lateral bracing meed hens ntl/ordrywallBC �-.'7.'"x� 4.No load should be applied to an P thterel pracing qou r e where shown contractor.t Pp Y timesh uld un it after greatungantl 4 I stall t ft thees reto bedso nano�aiNveeniron SED.: 6001891fasteners are complete and at ne t me should any loads greater than s oe g ecru s ar m be„sad'n a nn rroaive env rnmment � +. • TRANS I D: 403958 design loads be applied to any component. d re for tlry Gond on'of uce S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if ' fabrication,handling,shipment and installation of components. 7.Desi ry' seis provided. �O 51398q, 6,This design is fumished subject to the limitations set forth by 8.Plates be located adequate faces of truss,and placed so their center x- ��CI$'f'88� 11111111111101311111114111 III IIII VIII II II VIII VIII VIII IIII IIII PI MCA in BCSI copies of which will be furnished upon reques es coincide with joint center lines. MiTek USA,Inc/CompuTrus Software 7.6.6 1E-E 9.Digits indicate size of plate in inches. �`rSjpNALG ( ) 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WRIGDF/Cq=1.00 TC: 2x4 DF 418BTR LOAD DURATION INCREASE= 1.15 1- 2=(-2658) 574 1- 8=(-439) 2284 2- 8=075) 209 SPACED 24.0" O.C. 2- 3=(-2407) 540 8- 9=(-295) 1898 8- 3=) -36) 486 BC: 2x4 OF S1ANDR 3- 4=(-1700) 465 9-10=(-292) 1897 3- 9=(-686) 246 WEBS: 2x4 IF STAND LOADING 4- 5=(-1700) 465 10- 7=(-441) 2268 9- 4=(-246) 1129 TC LATERAL SUPPORT 4=12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2407) 540 9- 5=(-686) 246 BC LATERAL SUPPORT 0=12'0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2658) 574 15-10=(-236) 209 TOTAL LOAD= 42.0 PSF • ** For hanger specs. -See approved plansBEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA LL=25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -208) 15020 -189/ 1896 5.50' 2.40 DF ( 625) 8,M20HS,M18HS,M16=MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -208) 1501V 0/ OH 5.50" 2.40 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 nsfl uolift at 24 'cc spacing.) VERTICAL DEFLECTION LIMITS: LL=L)240, TL=LI180 MAX LL DEFL= -0.128" @ 17'- 10.5" Allowed= 1.742° 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: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-10-08 17-10-08 load duration factor=1.6, '1 '( Truss designed for wind loads 6-03-13 5-09-05 5-09-05 5-09-05 5-09-05 6-03-13 in the plane of the truss only. 12 2 6.00 M-4x6 '7 6.00 4.0" 4 1'1' M-5x6(S) g!i M-5x6(8) 3.1 0.25" 0.25" 3 , ,M-1.5x3-1.5x3 \ +. c?`'���0G?N OFFss/o2 �� '92i/�PE -7 q "` ,1 o ASI o M-3x8 8-304 90.25" M 3x4 M-3x8 CJ s Q 8-508(S) y OREGON b, <v k y �i�13'14. 2(1"P+� J, * 9-02-08 8-08 8-08 9-02-08 * MAR11.Le. 35-09 EXPIRES:12/31/2015 JOB NAME: LENNAR 3180-A BAINBRIDGE - D5 Scale: 0.1852 �E WARNINGS: GENERAL NOTES,unless otherwise noted: v'" 8 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 q�10�O�Kr(g�.� ` � Truss: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper t i 2.234 camweb bracing must be installed where shown Incorporation of component s the responsibility of the building g .� C.'T O compression gmu2 Design assumes the top and bottom chords to be laterally braced al designer. aT I - '_, O 10 3.Is the responsibility temporary b gt sure stability duringconstruction bracing 2oc.and at iD'ocrspeclrvply unless bracedlhmughout the rlenggtth by DES. BY: MJ she responsbl of thea Additional permanentbracing of continuous sheathing such plywood shed ng(TC)andlor drywall(BC). DATE: 7/21/2014 the overall structure theresponsibility of the building deGgnur. 3.23(Impact bridging lateral b g required where shown t a v ,.o.,..- 4.No load should be applied to any component until after all bracing and 4.Installation of trusstheresponsibility of the re1.ecthe contractor. Ae'0 ' SEQ.: 6001892 fasteners are complete and at no erne should any loads greater than sDesign assumes on be used nano noGve environment, g: tlesign loads be applied to any component. d an assumes s d l condition"of at e. ,.„ 51398 a TRANS I D: 403958 5.CompuTrus has no control over and assumes no responsibility for the 6.Decege� s full bearing a[all supports shown.Shim or wedge if Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided �Ob �1'GisTER� 6.This deign is furnished subject to the limitations set nods by 8.Plates shall be located on both faces of truss,and placed so their center �iS(r., AL,-,-, 1111111111113311 VPTW1 CA is SCSI,copies of which will be furnished upon request. For ba coincidewith joint patcenter desig n vat G' 9.Digits indicate size of plate in inches. MITek USA,ISCS I,crops of Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,EOR-1988(M:Tek) • VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" TC: 2x4 OF k18BTR LOAD DURATION INCREASE= 1.15 COND. 2: Design checked for net(-5 psf) uplift at 24 'ac spacing.) BC: 2x4 OF 81&BTR SPACED 24.0"O.C. Design conforms to main windforce-resisting system and components and cladding criteria. IC LATERAL SUPPORT<= 12"0C. UON. LOADING BC LATERAL SUPPORT<=12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=23.6ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL=25 PSF Ground Snow (Pg) in the plane of the truss only. Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON.I C,CN,CIB,CN16 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. M,M2OHS,MI BHS,BIB=MiTek MT series 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. 17-10-08 17-10-08 11-11-09 T T 5-10-15 5-11-01 11-11-07 I 12 IIM-4x4 12 6.00 2 6.00 M-3x6(S) M-3x6(S) '0; cola» I';PT'P. s 8-354 M-356(S) 0 792s./PIE Aiiiiillir/s b `"N ,/' Q y 17-10-08 17-10-08 L, ",/ --��,� .�� O A.k P+ 35-09 FRRIL�-6 JOB NAME: LENNAR 3180-A BAINBRIDGE - D6 EXPIRES:12/31/2015 Scale: 0.2425 WARNINGS: GENERAL NOTES,unless odterwise noted: _`4$D N*T. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �s`lv 8 Truss: D6 and Warnings before construction commences. building component.Applicability of design parameters and proper . A��� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. J �()1'W--`^4A T<6 DES. BY: MJ 3.Additional temporary bracing t°insure Ecnustability during construction 2.Design assumes the top and bottom chords to be laterally braced at L A VVC is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10.o.c.respectively unless braced throughout their length by 4 '==P �� TO DATE: 7/21/2014 the overall structure is the responsidlity of the building designer. sheathingor suchaspcing rewired sheathing(TC) drywall(BC). 4 No load should be applied to an 3_h"I Impact bridging lateral bracing o red where shown+« pp ycomp should until after great bracing 4 Installation (t thees responsibilityte mthe ann-carr non-corrosive contractor. F x/�{� }''r SEQ.: 6001893 fasteners are ompleteandatnatmeanoaleammadagreaterman s Designaasa eanuaseaareouaednan ant Yf —> TRANS ID: 403958 design loads be applied to any component d reror assumes or°aa "°a"ae"°`°"m 3 6.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .f Si 398 W4 fabrication,handling.shipment and installation or components. 7.Design assumes adequate drainage ,(, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth fas of truss,and placed so their center Off' y1'GI$TER�.♦?� 11111101111111111111111111 TPI/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6 6 1L-E 9 Digits indicate size platee in mules. �SSIONAL G ( ) 10.For basic connector design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.5' GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacinlL.J IC: 2x4 DF#1&BTR LOAD DURATION INCREASE.1.15 Design conforms to main windfo rce-resisting BC: 2x4 OF#1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT<=12'00. UON. LOADING Wind: 140 mph, h=20.Sft, TCDL=4.2,BCOL=fi.O, ASCE 7-10, OL ON BOTTOM CHORD= BC LATERAL SUPPORT<= 12"OC. UON. LL(25.0)cIL( 7.0) ON TOP CHORD 12.0 PSF 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=l.6, Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Truss designed for wind loads C,CN,C1B,CN18 (or no prefix) =riepuTrus, Inc in the plane of the truss only. N,M2pH5,M18HS,M16=MiTek MT series LL=25?SF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications.. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04-04 5-04-04 ,(_ - ' 12 12 6.00 IIM-4x4 -. 6.00 D 3 ,,,.----11 // CO tOa 0,- 1 o id. iliP M 8-304 -3x4 ,•ccP 0 PRO FFS \co ,aGINE `P/O �� 92i/i 9r yf_j 1-06 10-08-08 e' y OREGON Ix 40 L'2j,9Y14 ? 4 44FRRIU-0 EXPIRES:12/31/2015 JOB NAME: LENNAR 3180-A BAINBRIDGE El Scale: 0.5857 WARNINGS: GENERAL NOTES,unless otherwise noted: t.O.ARILL 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 a00 V WA$ff'8 T Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper qQ �O C 2.2x4 compression web bg must be installed where shown a. penton of component's the responsibility of the building designer. ,4 run. TO C� 3.Additional tem b t re stability duneconstruction 2 Design assumes the top and bottom chords to be laterally braced at aT' J temporary g tY g T o c and at 10 o c.respect very I b d throughout the r length by - :' .L DES. BY: MJ is the responsibility of thet Additional permanent bracing of continuous sheathingsuch as plyw dsheathing(TC)andlor drywall(BC). DATE: 7/21/2014 the overall structures the to any responsibility of the building designer. 3.20 Impact bridging or lateral bracing required h shown a a a ±l ' ':'� d Na load should be applied to any component anti after all bracing and 4.Installation of truss is the responsibility f therespective bonged° , SEQ.: 6001894 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tobeused nanonworrsiveenvironment, "/ design Toads be applied to any component. and are for"dry condition'of use. S 1398 TRANS ID: 403958 S.Csign loads Trus has no control overanponent. no responsibility for the 6.Design anemssumes full beatingat all supportsshown.Shim or wedge if W fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. SOA �FCISTER� 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 �`rsIONAL G, I II I III I VIII VIII VIII VIII VIII III IIII PIAN CA in BCSI,copies of which will be furnished upon request. 9.Fnn hesslines ic con eotncide or of d joint siinin lines.vaa MiTek USA,IncJCopiesof sSowillbe rnishe1 L)-E i.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-08-08 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/C=1 00 TC: 2x4 DF#16 ( )BTR LOAD DURATION INCREASE=1.15 (Non-Rep) 1-2=(-4942) 1078 1-4=(-906) 4288 4.2.(-906) 4298 BC: 22x6 OF S8 2-3=(-4942) 1078 4-3= ( ) WEBS: 2x4 DF STAND; LOADING (-906) 4288 2x6 OF#2 A LL=25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0"TO 10'- 8.5" V BEARING MAX VERT MAX HORZ BBS REQUIRED BBS AREA TC LATERAL SUPPORT<= 12"0C. VON. BC UNIF LL( 421.9)+DL( 306.9). 728.8 PLF 0'- 0.0" TO 10'- 8.5"V LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) BC LATERAL SUPPORT<=12'0C. SON. 0'- 0.0' -942/ 4245V -45/ 459 5.50" 6.79 OF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 8.5" -942/ 4244V 0/ OH 5.50" 6.79 OF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16=MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LND. 2: Design checked for net(-5 psfLAtplift at 24 "oc s acin . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.033" @ 5'- 4.2" Allowed= 0.490' �nn/wI�X/l�� ( 2 ) complete trusses required. MAX TL CREEP DEFL= -0.079" @ 5'- 4.2" Allowed= 0.653" F V Jain together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL= 0.010' @ 10'. 3,0" 9' oc in 1 raw(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL= 0.016" @ 10'- 3.0" 6" oc in 2 rows) throughout 206 bottom chards, 9" oc in 2 row(s) throughout 2x6 webs. Design conforms to main windforce-resisting 5-04-04 5-04-04 system and components and cladding criteria. T T Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 D ' 6.00 load duraAll tion factor=1.6 Cat .2, Exp.B, MILERS(Dir), M-4X6 Truss designed for wind loads 2 4.0" in the plane of the truss only. �I I j, Aillihhi M-5x12 M-5x12 0 o 0 0.----=-. - 4 3 a 0 M-3x8 CC- 7.210PE 11' b by ,e, _ 5-04-04 5-04-04 10-08-08 WEDGE REQUIRED AT HEEL(S). �Q y` OREGON t. /O 14, 20 Q1- M' RRIU-� JOB NAME: LENNAR 3180-A BAINBRIDGE - E-GIRD EXPIRES:12/31/2015 Scale: 0.4948 WARNINGS: GENERAL NOTES,unlessotherwise noted: j5iRR LL e 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 O 1qs" q Truss: E-GIRD and Warnings before construction commences. building component.Applicability of design parameters and properJt 1 V�A$firr'. j 2.2,4 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building tles'gner. Q. 0 vV �' 3.Additional tem bracing to insure stability Burin construction 2.Design assumes the top and bottom chords to be laterally braced at .��' C �' Poral 9 N gco^ 4 T `P DES. BY: MJ is the responsibility of the erector.Additional permanent f zo.i.and at10.o.c.respectively unless braced throughout their length by �Q' 1„,. the overall structure s the re pbaldin n g o nt nous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1.. DATE: 7/21/2014 sponNbility of the building designer. 3.Di Impact bridging or lateral bracing required where shown+s 'w,. 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. , //li �' SEQ.: 6001895 fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are to be used In a noncorrosive environment desisn loads be no control any component dare for tlry condition"of use. .,r TRANS ID: 403958 5.CompuTrushasnocontroloverantlassumesnorespons responsibility or the 6.Design'assumes full beanrg at all supports shown.Shim or wedge if „r. 4 fabrication,handling.ani oe P 51398 q, shipment and installation of components. 7.Design assumes adequate drainage is provided. �� �!L'CI$T•ER 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 IIIIIIIIIAIII IIIIIII1111IIIIIII TPIANTCAinOCSI,copies ofwhich will be furnished upon request es coinidewehj�intenterlies FSS MiTek USA.Inc/Com uTrus Software 7.6.6 1 L- 9.Digits indicate size of plate in inches. 70NAL p ( )E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 14'- 8.0" ICONS. 2: Design checked far net)-5 psf) uplift at 24 "oc spacina. TC: 2x4 OF#1&BTR • LOAD DURATION INCREASE= 1.15 Design conforms to main windforce-resisting BC: 2x4 OF#1&BTR SPACED 24.0" O.C. system and components and cladding criteria, TC LATERAL SUPPORT<= 12"OC. UON. LOADING Wind: 140 mph, h=21ft, TCOL=4.2,SCOL=fi.O, ASCE 7-10, BC LATERAL SUPPORT<=12"OC. UON. LL( 25.0)iDL( 7.0) ON TOM CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Truss designed far wind loads M,M2OHO, 18HS (or no prefix) =riepuTrus, Inc in the plane of the truss only. M,N20HS,N18HS,M16=MiTek NT series LL=25 PSF Ground Snow (Pg) Gable end truss on continuous hearing wall USA. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals, REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 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 '1 T zr 12 12 6.00 D IoM-4x4 7 6.00 3 M M 4 � a IN alO 0' I S Fs6> ;5 ANG O ��yyc� 7/Z/ 2 8-304 -4," n92 4PE '9r b 1 06 14-08 y` 1dgEGON{� �tu� /O 4y14,V "A" MER R ILk- li-e. JOB NAME: LENNAR 3180-A BAINBRIDGE - F1Scale: 0.4986 EXPIRES::12T/i31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: RPJLL , 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 ,`Q vasty, � and Wamings before construction commences. balding component.Applicability of design parameters and proper Q Truss: F 1 incorporation of component is the responsibility of the building designer. 00 �P 2.2x4 compression web bracing must be installed where shown.. 3.Additional temporary bracing to insure stability during construction 2.Deng^assumes the top and bottom chords to be laterally braced a 4 i'.'"' ], O DES. BY: MJ is the responsibility of the erector.Additional braan f T c.c and at 10 0 specs ly unless braced throughout the r length by _ .4 spons itypermanentgo continuous sheathing such plywood ng(TC)andlor drywall(BC). 14f1.. .'1./ DATE: 7/21/2014 the overall structures the to anysiblty of the building designer. 3.a Impact bridginglateralb g required where shown a 'Y/ y y 4.No load should be applied to component until after all bracing and 4.Installation of truss's the respo be of the respective contractor. j!" SEQ.: 6001896 fasteners are complete and at no time should any loads greater than E.Design assumes trusses are to be usetl n a non rroNve environment, �.; design loads be applied to any component. d are for"dry full condition"of t a. '� 51398 w4 TRANS ID: 403958 S.CompuTms has no controloverantl assumes no responsibility for the 6.ince assumes ull bead gat all supports shown.Shimor wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0A FGISTER� ' ' 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 Cs, STSG 111111111111111111111111 III VIII IIII VIII VIII VIII II II IIII IIII TPIN TCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint center lines. �ONAL 9 Diggs sin connector With of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1L)-E 10.For baric connector plate design values see ESR-1311,ESR-1988(MiTek) • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 8.0" IBC 2012MAX MEMBER FORCES 4WR/GDFICq=1.00 IC: 2x4 DF 81&BTR LOAD DURATION INCREASE= 1.15 1-2.( BC: 2x4 DF R1&BTR SPACED 24.0" O.C. 2-3.(-743)( 3 33 6-4=(-30) 561 6-3=(0) 341 WEBS: 204 DF STAND 133 6-4=(-30) 561 LOADING q_4_(-743) 133 5-( 0) 76 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 TOTAL LOAD= 42.0 PST BEARING MAX VERT MAX HORZ SRI REQUIRED BRG AREA OVERHANGS: 18.0" 18.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL=25 PSF Ground Snow (Pg) 0'- 0.0" -135/ 787V -77) 77H 5.50" 1.26 OF ( 625) Connector plate prefix designators: 14'- 8.0" -135/ 787V 0) OH 5.50" 1.26 OF ( 625) C,CN,C18,CN18 (or no prefix) =CampuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16=MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �CONO. 2. Oesipn checked for net(-5 psf) uplift at 24 "oc spacin0.l BOTTOM CHORD CHECKED FOR 10PSF 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= 0.192" @ 10'- 6.1' Allowed= 0.743" MAX HORIZ. LL DEFL= 0.005' @ 14'- 2.5" 7-04 _ 7-04 MAX HORIZ. TL DEFL= 0.010° @ 14'- 2.5' 12 Design conforms to main windforce-resisting 6.00 IIM-4X4 Q 6.00 system and components and cladding criteria. 4°0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3t..71:Win' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 co du 6 - 1 a�no PROFFS, M-3x4 M-1.5x3 M-3x4 <JGIN Wo .92s y PE r J' /I 7-04 7-04 f-�.. y 1 06 y --- 14-08 - ---- y OREGON, 1-06 y , ,, �l/ <0gy14, V P+ � RRIU-0 JOB NAME: LENNAR 3180-A BAINBRIDGE - F2 EXPIRES:12/31/2015 Scale: 0.4111 ��yy����'' WARNINGS: GENERAL NOTES,unless otherwise noted' Vav�.LL, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `I� q' Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper J.9 Of WASAi y ' 2.294 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building Ed sgner. 3.Additional temporary bracing to insure stability during construction 2.Oe sign assumes the top and bottom chords to be laterally braced at •Q "S g1. VC, 'CO'�.� DES. BY: MJ s he responsibility of the erector.Additional permanent bracing of 2 o.c.and at 70'o c.repactely unlessbraced throughout their length by (�Q 0 the overall structures the responsibility f the buildingdesi sheathingn suchasbraAng rewired where shcuan) atlrywall(BC). . 'L, DATE: 7/21/2014 bepons too designer. 3.2x1l Impactbridging therespond8 'doftherespeshecot of �,�,xf 4 No load should c m lete an to any component tint after all bracing and 4.Installation t f t is the re tonei use f the respective contractor. SEQ.: 6001897 listeners are complete and a[no time should any loads greater than s Oesig stresses are m be used in a non<orroswe ens runment ,� tlesign loads be applied 10 any component. and f dry condition"of use TRANS ID: 403958 SCompuTmshasnocoMroloverandawmesnoresponsbil or the 6.Dedgnasumesfullbearing atall suppodsshown.Shim orwedge if d p 51398 qa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. OA 4.4. 13 8., 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 0 I III II III II III IIII VIII II II II II TPIAAITCA in BCSI,copies of which will be furnished upon request. g oiyii coincide indicate with joint center lines. SSrONAL G MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E to.For bade connector plate design values see ESR-1311,ESR-1985(MiTek) Y • IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 14-08-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 OF#1&BTR LOAD DURATION INCREASE=1.15 (Non-Rep) 1- 2=(-8558) 1896 1- 6=(-1630) 7448 6- 2=( -528) 2508 BC: 2x6 OF SS 2- 3=(-6030) 1368 6- 7=(-1608) 7350 2- 7=(-2376) 564 WEBS: 2x4 OF STAND; LOADING 3-4=(-6030) 1368 7- 8=(-1608) 7350 7- 3=(-1158) 5140 2x6 OF#2 A LL=25 PSF Ground Snow (Pg) 4.5=(-8558) 1896 8- 5=(-1630) 7448 7- 4=(-2376) 564 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0"TO 14'- 8.0" V 4- 8=) -528) 2508 TC LATERAL SUPPORT 0=12"00. UON. BC UNIF LL( 421.9)+OL( 306.9)= 728.8 PLF 0'- 0.0"TO 14'- 8.0"V BC LATERAL SUPPORT 0=12'0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1291/ 5613V -63/ 63H 5.50° 9.30 DF ( 625) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc 14'- 8.0" -1291/ 5814V 0/ OH 5.50' 9.30 DF ( 625) M,M2OHS,M18HS,M16=MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L(240, TL=L/180 Join together 2 ply with 3"0.131 DIA GUN MAX LL DEFL= -0.071" @ 7'- 4.0" Allowed= 1.688" V W Y nails staggered at: 9" oc in 1 row(s) MAX TL CREEP DEFL= -0.167" @ 7'- 4.0" Allowed= 0.917"throughout 2x4 top chords, fi" on in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL= 0.023" @ 14'- 2.5" 9" oc in 1 rows) throughout 2x4 webs, MAX HORIZ. TL DEFL= 0.039" @ 14'- 2.5" 9" oc in 2 row(s) throughout 2e6 webs. 7-04 7-04 Design conforms to main ree-resisting . system and components andd cladding criteria. 4-03 3-01 3-01 4-03 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 --0' -- T 0 T (ADD Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 D M-5X6 Q 6.00 MWERS(ss planneeofftheor wtrussind oas only. 3 5.0" 1111111 M-3x8 313" M-3x8 4 G 44* M-5x10 M-5x10 Iiii.11 of .1 ® �® ® a ��EO PROFFS CD ►_' s 7 s '_'S o CONGINEq, s/O M-3x8 M-7x10 M-3x8 �(� �G 9/Z,/ fl' , • cc !92�ePE 9r y 4-01-04 b 3-02.12 0' 3-02-12 '' 4-01-04 0' f' "I . y 14-08 WEDGE REQUIRED AT HEEL(S). m`7. A.Y OREGON /!p O 14, 2 Q,1= �EARIL\-0 JOB NAME: LENNAR 3180-A BAINBRIDGE - F-GIRDScale: 0.4006 EXPIRESS::12//3�1/2015 WARNINGS: GENERAL NOTES,unless otrrw eise noted: ZIT"'---'-e 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 ti9 WA$ and Warnings before construction commences. building component.Applicability of design parameters and proper .1 Q4 J1 Truss: F-GIRD incorporation of component is the responsibility of building deagnec w Cr 2.2x4 compression web bracing must be installed where shown t. 2 Design assumes the top and bottom chords to be laterally braced at 4 ,�, 3.Additional temporary bracing tonsure stability during construction 2oc and at 1tloc respectively unless braced throughout therlength by 8 i O • DES. BY: MJ is the responslblllyorthe aresper.Aatlrt'onalperilding bracing of tnpactbrsuch l odsheathing(TG)and/or uec e- '4 the overall structures the responsibility f the building des) sheathing su r Xingrho rywa( ) '�+ DATE: 7/21/2014 pone rtYo g gacin 4.2xcontinuous tmptio bridging or thterpsngity of the whereshe cote y mal,". 4.Noload eneshouldbe r,app)edtoany time should anyafterallbate bracing and 4.Designl'onoftrussis stheresponsibilitye itheon-corrosicontractor. ' I.Q L -.--y SEQ.: 6001898 asenersarewmpleteantlatnotmes ouldaMloatlsgreaterthan S.Design umesUussesaretobeused'nanoncorros non-corrosive designloads bea led to an t. and are for dry contld on of use f r • pp y component. 6.Design assumes full bearing at all supports shown.Shim or wedge f s 4 TRANS ID: 403958 s compoon.hwanom pmentanaaaameanorespons l for the ry Q 4,51398,..0 `W fabrication.handling,shipment and installation ofcttortSnts. 7.Design assumes adequate drainage isprovided. .Ib 'Gisres 6,This design is 001.ed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center LCS+ T 0 IIII I I II IIII II II VIII IIII II II I III TPIANfCA in BM,copies of which will be furnished upon request. lines coincide with joint center lines. SIONA.L"" 9.Digits indicate with of plate tin eIncees. MiTek USA,Inc./CompuTfu55oftvafe 7.6.6(1 Lj-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) f A IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0° TC: 2x4 OF M1&BTR LOAD DURATION INCREASE= 1.15 �QQND. Y. Design checked for net(-5 psfl uplift at 24 "oc spacing.) BC: 2x4 DF M1&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 0= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connectorplate DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), prefix designators: TOTAL LOAD= 42.0 PSF load duration factor=l.6, C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc Truss designed for wind loads M,M2OHS,618H5,M16=MiTek MT series 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 2012 AND INC 2012 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. 7-11-08 _ 7-11-08 12 IIM-4x4 12 6.00 D Q 6-0O 3 Id ob o 4 0 v' Jg 6-354 •I.PE 9v swim' 1-06 15-11 L 4/OREGON l(I� <0 ly14, 2° + P ' RRtt= 6 JOB NAME: LENNAR 3180-A BAINBRIDGE - G1 Scale: 0.4688 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: ,RRlL.L 6 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual l��'" q Truss: 01 and Warnings before construction commences. building component.Applicability of design parameters and proper J� F WAS4)1� 4: 2.214 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. F- �� " 'l'� 3.Add lona!temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords braced to be laterally braced at 4 ?, CT .P DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of To d t10 ..respecirvely unless braced throughout therlength by Fe Q DATE: 7/21/2014 the overall structure is the responsibility of the boldin des. continuoussheathingsuerl bplywo reqd uired where sandlordfywall(BC). Ity g goer. 3.2 stall Impact bridging lateral bracing requ red where shown++ / 4.No load should be applied to any component until after all bracing and 4.Installation of t isthe responsibility of the respective contractor. 7,',Otoof SEQ.: 6001899 fasteners are complete and at no time should any loads greater than 5.Dema oar to be used n a non-corrosive environment, t' a loads be applied to a re for d condition..or use. design pp any component. 7 con ,C:'- ‘k.TRANS ID: 403958 5.CompuTmsha no overandaswmesnorespona:Id for the 6.Design assumes llbeatlgatallwpportsshow.6himorwetlgei! 51398, Q� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is rodded •f'O 44'0 STE 6.This design isfurnished subject to the limitations set forthp +- GIS1'ER II I III 111111111111111111111111111 II II II IIIII IIIII I II II IIIby 8.Plates shall be located on both faces of truss,and placed Sc their center �C` TPINJTCA in SCSI,copies of which will be furnished upon request. g lines coincide with Diggs indicate size of Plat in inches. SSIONAL G MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) A IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.0' IBC 2012 MAX MEMBER FORCES 4WR/CSF/Cq=1.00 IC: 2x4 OF#18BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 76 2-8=(-154) 831 3-8=(-244) 203 RC: 2x4 OF N18BTR SPACED 24.0" O.C. 2- 3=(-1006) 259 8-6=(-199) 831 8- 4=( -37) 418 WEBS: 2x4 OF STAND 3- 4=( -755) 170 8- 5=(-244) 203 LOADING 4- 5=) -755) 170 TC LATERAL SUPPORT<= 12'0C. OON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1006) 258 BC LATERAL SUPPORT<_ 12"0C. 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 Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -142/ 839V -83/ 83H 5.50' 1.34 OF ( 625) M,M2OHS,MI8HS,M16=MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 15'- 11.0" -142/ 840V 0/ OH 5.50' 1.34 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 ''ac soacing.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, 080 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 LL DEFL= 0.013" @ 17'- 5.0" Allowed= 0.150' MAX TL CREEP DEFL= -0.015' @ 17'- 5.0' Allowed= 0.200' MAX BC PANEL TL DEFL= -0.057' @ 3'- 7.5" Allowed= 0.463' MAX HORIZ. LL DEFL= 0.010" @ 15'- 5.5" 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 system and components and cladding criteria. 12 HM-4X4 12 Wind: 140 mph, h=21.2ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Iir), 4 load duration factor=1.6, Truss designed for wind loads 6 rd in the plane of the truss only. 8-1.553 8-1.50 ��Ep PRO',0 GIN W M-3x4 M-3x8 8-354 R�,\5 N92�/ 0�-7 y _ y y /'.•.- MP Q b b 7-11-08 7-11-08 1 1, y`, 41O EGONo1� �<v S 1-06 15-11 1-06 O 14, + � RRILk- 'Z'''. JOB NAME: LENNAR 3180-A BAINBRIDGE - G2Scale: 0. EXPIRES:12/31/2015 3438 WARNINGS: GENERAL NOTES,unless otherwise noted: 0VSUULL eq, 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 �0 w �'l� and Warnings before constructor commences. building component Applicability of design parameters and proper J �': Hj�, T Truss: G2 2.224 compressionweb bracing must be installed where shown incorporation of component is the responsibility of the building designer. Q' �� CT tc 9 2. sign assumes the top and bottom chords to be laterally braced at 4 T i•. 3.AdditionaltmporIA bracing to insure stability during construction Cot and at l0'oc respectively unless bracedthroughoutdrAnuength by R h+. O DES. BY: MJ Is the responsibility of erector.Additional permanent ingdabracing or continuous sheathing such oil sheathing(TC) dlord IIBc. DATE: 7/21/2014 gsu rayingran �ywa( ) the pad should is to responsibility building designer. 3.2xnlmpact oftr ng or lateralbraangrequ the weenshown++ ;t 4 No load s arelc m late ed to any component un after all bracing and 4.Desiglat os of truss'the po 'bl f the respective contractor. ��y ., -, ---; SED.: 6001900 tstenersarecompleteantlatnofineshoNdarryloadsgreaterthan 6.Designaasumesw t be d' rrosrveenvaonmen desgnloads beapplied toany componen and are ss m sfull bf • 6.Design aswdrylbe condition"o 1 all supports h Shim orwedge f 51398 TRANS ID: 403958 S.Compnon,nasnocontrolipmentandsumesnorc ponentyfarthe necessary.ry4o pp tip gi fabrication,handling shipment and installation of components. 7.Design assumes adequate drainagecis provided. A CIS-18R 6.This design is furnished subject to the limtations set forth by 8.Plates shall be located an both faces of truss,and placed so their center vs G IIII I III I IIII II II II I IIIII II II III IIII TPIIWTCA in 6001,copies of which will be furnished upon request. g Dies Coi�dicate with size lofnplat center inches. 10. SINAL MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-11-00 GIRDER SUPPORTING 35-09-00 TC: 2x4 OF#1&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) INC 2012 MAX MEMBER FORCES) 46-/2=) -5E1 )00 BC: 286 OF SS 1-2=(-661I) 2094 1- 6=(-1806) 8246 6- 2=( 2698) 2784 2- 3=(-6610) 1500 6- 7=(-1784) 8144 2- 7=(-2698) 640 WEBS: 284 DF STAND; LOADING 3- 4=(-6610) 1500 7- 8=(-1784) 8144 7- 3=(-1272) 5642 286 DF#2 A LL=25 PSF Ground Snow (Pg) 4- 5=(-9456) 2094 8- 5=(-1806) 8246 7- 4=(-2698) 640 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 11.0" V 4- 8=( -566) 2784 TC LATERAL SUPPORT<= 12'0C. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0"TO 15'- 11.0° V BC LATERAL SUPPORT<= 12'0C. UON. BEARING MAX VERT MAX HOAZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1402/ 6309V -69/ 69H 5.50" 10.09 DF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 15'- 11.0" -14021 6309V 0/ OH 5.50" 10.09 OF ( 625) M,M20HS,M18HS,M16=MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked far net(-5 psf) uplift at 24 "cc spacing.) (2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"0.131 DIA GUN MAX LL DEFL= -0.085" @ 7'- 11.5" Allowed= 0.750" nails staggered at:Vj MAX TL CREEP DEFL= -0.202" @ 7'- 11.5° Allowed= 1.000" 9" ac in 1 row(s) throughout 284 tap chards, 6° ac in 2 row(s) throughout 286 bottom chords, MAX HORIZ. LL DEFL= 0.028" @ 15'- 5.5" 9" oc in 1 row(s) throughout 284 webs, MAX HORIZ. TL DEFL= 0.047' @ 15'- 5.5" 9" cc in 2 row(s) throughout 286 webs. _ 7-11-08 7-11-08 Design conforms to main windforce-resisting f- . f system and components and cladding criteria. 4-06-12 3-04-12 3-04-12 4-06-12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ' ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 6.00 8-5X6 Q 6.00 Truss designed intheplan eof for wloadsind thetrussonly. 6.0" 3/„/ 'Ale-liNit M-3x8 2.6" 8-3x8 4 10 A' 4488,* ihkb, M-5x10 Illih M-5x10 .....ilikilliAll M.Iii it oVIP- Z. ® Z. ® , RtrD PROFF 1. 6 - 7 - _ o a S M-3x8 M-7510 M-3x8 '•5 0 \, ENGINE 6). y b b b b9PE 9r 4-05 3-06-08 3-06-08 4-05 . 17 y 15-11 WEDGE REQUIRED AT HEEL(S). 7�G74 ,�OREGON9y 14, 20\b,=4=A((xGt 4/F7iRIt.\-9 JOB NAME: LENNAR 3180-A BAINBRIDGE - G-GIRD EXPIRES:12/31/2015 Scale: 0.3846 WARNINGS: GENERAL NOTES,unless otherwise noted. _eG.RRILL 1.Builder and erection contractor should be advised of all General Notes 1.This desgn is based only upon the parameters shown and is for an individual ��4 0�wAs�7�'�!�� Truss: G-GIRD and Warnings before construction commences building component.Applicability of des gn parameters and proper tQ 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at C DES. BY: MU is the responsibility of the erector.Additional permanent bracing of 7 o a and at 10'o.c.respectively unless braced throughout their length by ��° f 11_, 6:, .t6,0 DATE: 7/21/2014 the overall structure is res bll of buildingtles continuous sheathing such as plywood sheathing(TG)and/or drywall(BC) ' pond ityo gner. 3 ectal act bridging orlateral b g required where shown as ��yy���� \ 4 No load should be applied to any component until after all bracing and 4 Installation of truss is thespo 'Nlof the respective contractor. !0 hQ,/e(„� SEQ.: 6001901 fasteners are complete and at no time should any loads greater than S.Design assumes trussesb used na non-corrosive environment, design loads be applied to any component dare kr dry condition" f r TRANS I D: 403958 s.CampuT a has no control over and assumes no ree 6 Design full beadng at all supports shown.Shim or wedge if s pons.blry for me ne 4 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. `PO ,PA,STE 2 41 6.This deign is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f' ril$'IER lin II I I VIII II Ell III III II Ill III TPIIWTCA in BCSI,copies ofwhich will be furnished upon request. g lines Dig indicate w elof tplate rdnrinches.l �SSIDNAL G MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1o.ForbaAc connector plate design values see ESR-1311,ESR-1988(MiTek)