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Plans (203) * 40'-0' �, ER1 JI J1 J2 2 • 825:12 J3 J4 J7 J5 8• (2) � J5 62:12 UJ4 J3 4 (8) J2 J1 4 N � C6 C6 CO 8:12 8:12 (g) CHI Mox CSJ MAW CSJ CSJ (4) ,§ c 21'-0' c 17-51/2' GARAGE RIGHT 13'4' j 5'-11112' ©Copyright CompuTrus Inc.2006 BUILDER. ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO LENNAR 06/10/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE., REVISION-1: DRAWINGS FOR ALL FURTHER 2892-E MARQUAM ENGLISH NNSIBLE I FOR Padfi umber DESIG NER/ENGI NEER OF RECORD PLAN: DRAWN BY: LARRY M REVISION-Z' RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2892 E MARQUA _ DESIGNER/ENGINEER OF RECORD TO �•( REVIEW AND APPROVE OF ALL ,� TRUSS C O M P A N Y DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. n J S 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. J1 J1 J2 J2 J3 \ �' 62 :12 J3 A LU J4 A je LLI \ 62 :12\ \ J2 \ R J1 . \ !? �M 8:12 \ 8.12 8 2 C3 (6) \8:12 \ \ N B3 (9 PAY �2 I 440y 132 CSN D3 2 c-3 c3cc ccc3c3 A24) Z? 21W GARAGE LEFT 5-111/20 j 13W _I ©Copyright CompuTrus Inc.2006 BUILDER. ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO LENNAR 06/10/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL �•� PROJECT TITLE: REVISION-1' DRAWINGS FOR ALL FURTHER 2892-E MARQUAM ENGLISH INFORMATION.BUILDING DES RESPONSIBLE FOR ALL ON-TRURECORD PaC1 I. .um r RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNERIENGINEER OF RECORD TO 2892 / E MARQUA REVIEW AND APPROVE OF ALL t O N'.1' DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ?& T R U$S I'I 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. e MiTek USA, Inc. I 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). P•JQq g�P PRorFs N0. � s'o y:!• yG t3o , �• tai O <)'26, `io NAL. 'G cy� II111 1� III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0' 1COND. 2: Desion checked for net(-5 sf) uplift at 24 "oc s acin . TC: 2x4 DF N1&BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 OF N18BTA SPACED 24.0' O.C, system and components and cladding criteria. TC LATERAL SUPPORT <- TOC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,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 UON. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 12 12 8.Do M-3x4 Q B.Do 0 0 ti q C � o C, p 1 PR M-3x4 M-3x4 IN 19/ 2 1 E 29� 1-06 13-06 1-06 v` OREGON�� �O �Y 14, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - Al MERRi�� Scale: 0.4435 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES.12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Aland Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility 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 +�+�•s.J„49 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of coo.c.and at 10'o.c.respectively unless braced throughout their length by minuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 WAS - DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q� SOF C�rAA 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,� .A SEQ. : 5968392 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, rr� design loads be applied to any component. and are for"dry condition"of use. TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage isprovided. �(/( 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center III I I III I III III III I II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. '� 51398 ty MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) �A��FCISTER� ' SSIONAL��G 1 c II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-6=(-20) 382 6-3=(0) 312 BC: 2x4 OF H1&BTR SPACED 24.0' O.C. 2-3=(-591) 116 6-4=(-20) 382 WEBS: 2x4 OF STAND 3-4=(-591) 116 LOADING 4-5=( 0) 94 TC LATERAL SUPPORT <= 1210C. LION. LL( 25.0)+DL( 7.0) ON TDP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0' 18.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 01- 0.0" -129/ 738V -117/ 117H 5.50" 1.18 OF ( 625) Connector plate prefix designators: 13'- 6.0' -129/ 738V 0/ OH 5.50' 1.18 OF ( 625) C,CN,CI8,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: Desi n checked for net(-5 sf) uplift at 24 'oc s acin . BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0' Allowed = 0.200" MAX LL DEFL = -0.011' @ 15'- 0.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ 15'- 0.0' Allowed = 0.200" MAX TC PANEL LL DEFL = -0.066' @ 3'- 7,3' Allowed = 0.496" MAX TC PANEL TL DEFL = 0.435' @ 3'- 7.1' Allowed = 0.744" MAX HORIZ. LL DEFL = 0.003' @ 13'- 0.5' 6-09 6-09 MAX HORIZ. TL DEFL = 0.006' @ 13'- 0.5' 12 12 Design conforms to main windforce-resisting B.00 IIM-4X4 Q 8.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 �' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 " 0 0 C> o 6 o C> M-3x4 M-1.50 M-3x4 ��D PROFFS IN 2 �E 029f 6-09 6-09 L 1-06 13-06 1-06 yL OREGON�tk �lV� �O Y 14, 2� Qj- JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - A2 MFRRI��-� Scale: 0.3665 (� WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES: 12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `Afiljl-t.8 DES. BY: LA T o.c.and at to'o.c.respectively unless braced throughout their length by 1� is the responsibility of the erector.AddNonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). X19 f WASJ.�z, DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968393 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installabon of components. ssary. /1 6.This design is furnished subject to the limitations set forth b 7.Desiracegn assumes adequate drainage is provided. VIII I IIII VIII IIII I IIII II II g 1 r B.Plates shall a located on both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with ted center lines. 9.Digits indicate size of plate in Inches. '� 51398�Q �{1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FSSION���G II II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( O) 94 2-11=(-173) 657 3-12=(-189) 170 BC: 2x4 DF ii1&BTR SPACED 24.0" O.C. 2- 3=(-864) 288 11-12=(-173) 657 12- 4=( -50) 30 WEBS: 2x4 DF STAND 3- 4=(-669) 260 12-13=( -95) 511 4-13=( -28) 179 LOADING 4- 5=( O) 0 13- 9=(-193) 725 13- 7=( 0) 189 TC LATERAL SUPPORT <= 12'00. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-624) 254 13- 8=(-154) 157 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( O) 0 TOTAL LOAD = 42.0 PSF 7- 8=(•794) 261 8- 9=(-971) 286 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 94 ALL FLAT TOP CHORD AREAS NOT SHEATHED __________ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 01- 0.0' -161/ 815V -125/ 125H 77.00° 1.30 DF ( 625) M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 61- 5.0' 0/ 253V 0/ OH 77.00' 0.41 OF ( 625) vertical members (uon). 191- 5.5' -165/ 923V 0/ OH 5.50' 1.48 OF ( 625) Unbalanced live loads have been considered for this design. COND. 2: Design checked for net(-5 sf) uplift at 24 °oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.011' @ -1'• 6.0' Allowed = 0.150' C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' M,M20HSJll 8HS,M16 = MiTek MT series MAX LL DEFL = •0.037' @ 11'- 9.1' Allowed = 0.629' MAX TL CREEP DEFL = -0.068' @ 11'- 9.1' Allowed = 0.839' MAX LL DEFL = -0.011' @ 20'- 11.5" Allowed = 0.150' MAX TL CREEP DEFL = •0.015' @ 20'- 11.5" Allowed = 0.200" 7-08-12 4-00 If 7-08-12 MAX HORIZ. LL DEFL = 0.010" @ 19'- 0.0' 4-00-13 3-05-11 0-02-04 4-00 0-05-10 3-02-05 4-00-13 MAX HORIZ. TL DEFL = 0.015' @ 19'- 0.0' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-6x8 M-4x6 6.00� 5 6 Q 8.00 Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3X4 \ M-1.5X3 M-2.5x4 or equal at non-structural diagonal inlets. 0 m \ o \ o �D 12 13 0 � FQ` PR�rOFFS • 11 M-4x6 M-3x8 M-3x4 Q � (N!� M-3x4 ��,� �2 I �E 29� I �L I• ,L ,L 5-10-01 1-04-15 4-09-10 7-04-14 1-06 19-05-08 1-06 y` OREGON�� �lV¢ �O qk 14, 20 P} JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - B1 Scale: 0.2750 MERR10- WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Ell and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1zRII. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at I 8 by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'conto.cinuous and at 1 g'on such atl plywood unless braced throughout their length). P h Pe g continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). Jl f WAS DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968394 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O design loads be applied to any component. and are for"dry condition'of use. 1. TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. 0 }' fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage isProvided. 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 III II I I II I II II IIII I I I III III TPI/VJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size ofplate in inches. -51398 p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) �O� �FCI$TER� w �SSfONALE�G c r ti IIII IIII This design prepared from computer input by r_ PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF qt&BTA LOAD DURATION INCREASE - 1.15 1- 2=( 0) 94 2-11=(-179) 811 3-11=(-187) 172 BC: 2x4 OF q1&BTR SPACED 24.0' O.C. 2- 3=(-1069) 330 11.12=( -61) 679 11- 4=( -69) 252 WEBS: 2x4 OF STAND 3- 4=( -867) 319 12- 9=(-202) 802 12- 7=( -69) 252 LOADING 4- 5=( 0) 0 12- 8=(-187) 172 TO LATERAL SUPPORT <= 1210C. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=( -669) 298 BC LATERAL SUPPORT <= 12'OC. LON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 TOTAL LOAD = 42.0 PSF 7- B=( -867) 319 8- 9=(-1070) 330 NOTE: 2x4 BRACING AT 24'OC LION. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 94 ALL FLAT TOP CHORD AREAS NOT SHEATHED ____________________________________= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0' 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -160/ 988V -139/ 139H 5.50" 1.58 OF ( 625) Unbalanced live loads have been 191- 5.5" -160/ 988V 0/ OH 5.50" 1.58 OF ( 625) considered for this design. Connector plate prefix designators: COND. 2: Design checked for net -5 sf) uplift at 24 "oc s acin . C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,Id20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.011' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX LL DEFL = -0.112' @ 11'- 2.3' Allowed = 0.927' MAX TL CREEP DEFL = -0.198" @ 11'- 2.3' Allowed = 1.236' 0-05-10 0-05-10 MAX LL DEFL = -0.011' @ 20'- 11.5' Allowed = 0.150' 1=-, MAX TL CREEP DEFL = -0.015' @ 20'- 11.5' Allowed = 0.200' B-08-12 2-00 8-08-12 MAX HORIZ. LL DEFL = 0.011' @ 19'- 0.0' MAX HORIZ, TL DEFL = 0.016' @ 19'- 0.0' 4-06-13 3-08-05 2-00 3-08-07 4-06-12 �( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 M-4x6 5 6 M-4x6 Q B.DoWind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 M-1.5x3 a O CV N O � 2-04-03 C, EQ P R O co, �� FFss _ o -i - 11 12 9 /O C, M-3x4 M-4x6 M-4x6 M-3x4 0 o C? 2 2 E B-03-02 2-11-03 B-03-02 1-0619-05-08 1-06 y` OREGON{tX �[V� �O qy 14, 2� Q1- JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - B2 Scale: 0.2750 MFRRI�L WARNINGS: GENERAL NOTES,unless otherwse noted. EXPIRES.12/31/201.5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility 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 �gRWLL B 2'o.c.and at to'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,`� Of WAS J DATE• 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q w C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q ), .tell SEQ. : 5968395 lastenem are complete and at no time should any loads greater than 5.Design assumes asses are to be used in a noncorrosive environment, �C design loads be applied to any component. and are for"dry condition"of use. .� TRANS I D: 4015 29 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Desi adequate drains is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIII I II III IIII IIII11111111111111 II TPIANtCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 51398 4r 9.For b indicate size p plate in inches. MiTek USA, 14, Inc.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(MiTek) �SSIONALE�G IIII I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTA LOAD DURATION INCREASE - 1.15 1- 2=( 0) 94 2- 8=(-147) 798 3- 8=(-265) 237 BC: 2x4 OF #1&BTA SPACED 24.0" O.C. 2- 3=(-1063) 259 8- 6=(-164) 798 8- 4=(-101) 538 WEBS: 2x4 DF STAND 3- 4=( -8D1) 220 8- 5=(-265) 237 LOADING 4- 5=( -801) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1063) 259 BC LATERAL SUPPORT <= 12°OC. LON. OL ON BOTTOM CHORD = 10.0 PSF 6- 7=( O) 94 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,C,N,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -163/ 988V -162/ 162H 5.50° 1.58 IF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 191- 5.5' -163/ 988V 0/ OH 5.50' 1.58 DF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf) uplift 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 = -0.011" @ -1'- 6.0° Allowed = 0.150° MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.023" @ 9'- 8.7" Allowed = 0.927" MAX TL CREEP DEFL = -0.054" @ 9'- 8.7" Allowed = 1.236" MAX LL DEFL = -0.011" @ 20'- 11.5" Allowed = 0.150" 9-08-12 9-08-12 MAX TL CREEP DEFL = -0.015" @ 20'- 11.5" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.012" @ 19'- 0.0" 5-00-13 4-07-15 4-07-15 5-00-13 MAX HORIZ. TL DEFL = 0.019" @ 19'- 0.0° 12 Design conforms to main windforce-resisting 8.00[7 IIM-4X4 Q 8.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ,(� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 ' M-1.50 M-1.5x3 0 0 o O \� ED INFFss/o M-3x4 M-3x8 M-3x4 0 �cv� 2 � E 29f 9-08-12 9-08-12 1-06 19-05-08 1-06 y OREGON tk (V� G�O'Lil y 14, 2`3N P+� JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - B3 Scale: 0.2750 'AFF? 10- WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atRR1LL 8 DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of `� continuous Impact sheathing such as plywood aired in ere s and/or drywall(BC). ,1 'C,�1]A$k DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .� G SEQ. : 5968396 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q �Q T� 'P design loads be applied to any component. and are for"dry condition"of use. .� TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 49 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 III I I 1111111111111111111111111 I II TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits e in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For ba iciconnector pcate size lana design values see ESR-1311,ESR-1988(MiTek) �O ��51398 w .1 GISTER SSIONALE�G II II This design prepared from computer input by ' _ J PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-05-08 GIRDER SUPPORTING 26-00-00 FROM 9-00-00 TO 19-05-08 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 94 2- 8=( -944) 4924 8- 3=( -50) 116 BC: 2x6 DF SS 2- 3=(-6172) 1294 8- 9=( -946) 4926 3- 9=( -212) 276 WEBS: 2x4 DF STAND LOADING 3- 4=(-6062) 1362 9-10=( -752) 4084 9- 4=( -736) 3364 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5986) 1352 10-11=(-1242) 6196 4-10=( -704) 3124 TC LATERAL SUPPORT <= 12100. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 19'- 5.5" V 5- 6=(-7812) 1676 11- 6=(-1252) 6242 10- 5=(-1672) 408 BC LATERAL SUPPORT <= 1210C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 9'- 0.0' V 6- 7=( 0) 94 5-11=( -398) 2042 BC UNIF LL( 300.0)+DL( 224.0)= 524.0 PLF 9'- 0.0' TO 19'- 5.5" V OVERHANGS: 18.0" 18.0" **ADDL: BC CONC LL+DL= 2824.0 LBS @ 81- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL D'- 0.0" -872/ 4023V -162/ 162H 5.50" 6.44 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5" -1345/ 6049V 0/ OH 5.50" 9.68 DF ( 625) ( 2 ) complete trusses required. OTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . Join together 2 ply with 16d Common nails staggered 4ND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _ 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.003" @ -1'- 6.0" Allowed = 0.150" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.004° @ -1'- 6.0' Allowed = 0.200° MAX LL DEFL = 0.055' @ 111- 5.5' Allowed = 0.927' " HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.191' @ 11'- 5.5' Allowed = 1.236' LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = -0.003° @ 20'- 11.5° Allowed = 0.150' MAX TL CREEP DEFL = -0.004° @ 20'- 11.5' Allowed = 0.200' 9-08-12 9-08-12 MAX HORIZ. LL DEFL = -0.016' @ 19'- 0.0- 4-05-11 5-03-01 5-03-01 4-05-11 MAX HORIZ. TL DEFL = 0.038' @ 19'- 0.0" Design conforms to main windforce-resisting 12 M-6X8 12 system and components and cladding criteria. 8,00[7 Q 6.0 B.Do" Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5.8' M-3x6 M-3x6 0 0 7 M-5x10 M-5x10 C> � E0 PROFFss o B 191 to its IN �5 M-1.5x3 M-4x10 M-4x8 M-3x6 ** 1- � X2824# 2 E� L � 4-03-15 3-08-01 3-05-08 3-08-01 4-03-15 1-06 19-05-08 1-06 y` ORE ON �((� 1. 1 a 20 P�- JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - B-GIRD Scale: 0.2750 MERRILL� WARN NGS: GENERAL NOTES,unless otherwise noted: EXPIRES: IG/31/2015 1.BuIlder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: B-GIRD 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. _A RRIi. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at permanent g o 2'o.c.and at 10'o c.respectively unless braced throughout their length by c1 DES. BY: LA s the responsibilityof the erector.Additional bra cin f continuous sheathingv such as plywood aired where s and/or drywall(BC). ,1 F WASk DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.In Impact bodging or lateral bracing required where shown+a �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 0 SEQ. : 5968397 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment �T 0 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.� a Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and iustallabon of components. 7,Design y. assumes adequate drainage is provided. Q 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center III IIII IIII IIII I I II II TPIANTCA in SCSI,copies of which volt be furnished upon request. lines coincide with joint center lines. 111 9. Digits indicate sae plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector ppk,late design values see ESR-1311,ESR-1988(MiTek) � �FCISTER� SS��NAL��G 1111111111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 21-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( O) 94 2- 9=(-566) 2327 3- 9=(-134) 212 BC: 2x6 OF SS 2- 3=(-2956) 764 9-10=(-667) 2507 9- 4=( -16) 666 WEBS: 2x4 OF STAND LOADING 3- 4=(-2825) 774 10- 8=(-595) 2331 9- 5=(-390) 263 LL = 25 PSF Ground Snow (Pg) 4- 5=(-2318) 680 5-10=(-377) 259 TO LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 8'- 0.0' V 5- 6=(-2319) 685 6-10=( -25) 667 BC LATERAL SUPPORT <= 1210C. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0' TO 13'- 0.0' V 6- 7=(-2827) 783 10- 7=(-142) 211 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 13'- 0.0' TO 21'- 0.0' V 7- 8=(-2959) 782 _____________________________________ BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 21'- 0.0' V NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA _______ TO CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 13'- 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -459/ 2216V -110/ 119H 5.50" 3.55 OF ( 625) OVERHANGS: 18.0" 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 0.0" -399/ 2034V 0/ OH 5.50" 3.25 OF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: GOND, 2: Design checked for net -5 sf) utolift at 24 "oc s acin . C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M20HS,M18HS,1.116 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.064" @ 13'- 0.0" Allowed = 1.004" MAX TL CREEP DEFL = -0.142" @ 10'- 6.0" Allowed = 1.339" MAX HORIZ. LL DEFL = 0.023" @ 20'- 6.5" MAX HORIZ, TL DEFL = 0.037" @ 20'- 6.5" Design conforms to main windforce-resisting 7-11-11 5-00-10 7-11-11 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4-00-14 3-08-08 2-08-10 2-06-05 3-10-13 4-00-14 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), 597.30# 597.30# load duration factor=1.6, 12 12 Truss designed for wind loads 8.00 F7 M-5X6 M-3x4 M-5x6 Q 8.00 in the plane of the truss only. 5 M-1.5x3 M-1.5x3 0 o �QE13 PRQFFS o - -s 1 D 8 o \�� IN M-3x8 0.25" M-3x8 M-3x8 ��� 2 IE ifi9� M-7x8(S) 7-07-10 5-08-12 7-07-10 -- 6 L ,b 1-06 21-00 -7 ,�OREGON�� y4, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CH1 Scale: 0.2744 IFRRI�L� WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES.12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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 14sRR1 _ DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such las bracing meed where)and/or drywall(BC). DATE: 6/20/2014 he overall structure is he responsibility of he building designer. 3.2x Impact bridging or lateral bracing requued where shown++ 4.No load should he applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 59683 98 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, �C design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 0 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both(aces of Vuss,and placed so their center III I I III II II I I VIII 11111111111111 III TPINJTCA in"CSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. ¢+ 51398 w MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) NAL r, r III III This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF g18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2-11=(-309) 928 3-11=(-161) 142 Be: 2x6 OF SS SPACED 24.0' O.C. 2- 3=(-1211) 450 11-12=(-248) 854 11. 4=( -98) 331 WEBS: 2x4 OF STAND 3- 4=(-1023) 424 12-10=(-315) 932 11- 6=(-141) 142 LOADING 4- 5=( 0) 0 6-12=(-138) 131 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -795) 388 8-12=(-120) 332 Be LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -795) 381 12- 9=(-169) 158 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 ___ 8- 9=(-1025) 424 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1214) 455 ALL FLAT TOP CHORD AREAS NOT SHEATHED _____________________________________ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP D'- 0.0" -190/ 1064V -110/ 119H 5.50" 1.70 OF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 21'- 0.0" -130/ 881V 0/ OH 5,50" 1.41 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series COND. 2: Design checked for net -5 psf I up lift at 24 °oc s titin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - -0.011' @ -1'- 6.0' Allowed = 0.150' 0-K&CYi05 MAX TL CREEP DEFL - -0.015' @ -1'- 6.0' Allowed = 0.200' f-" MAX LL DEFL = 0.025' @ 101- 6.0' Allowed = 1.004' 9-11-11 1-00-10 9-11-11 MAX TL CREEP DEFL = -0.054' @ 10'- 6.0' Allowed = 1.339' I Ir 4-00-14 3-08-08 2-02-05 2-02-05 3-08-08 4-00-14 MAX HORIZ. LL DEFL = 0.009° @ 20'- 6.5' MAX HORIZ. TL DEFL = 0.014' @ 20'- 6.5° Design conforms to main windforce-resisting 6-00 8-00 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,f- 12 5 7 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 6.00 M-4X6 M-4X6 Q 8.00 Truss designed for wind loads M-3x4 in the plane of the truss only. s M-1,50 M-1.50 0 co C, - o p P R OFFss 12 10 C \� I N� R �O C, M-3x4 M 7x80. 5 M-3x8 M-3x4 2� E 9� 7-07-10 5-08-12 7-07-10 1-06 21-00 �` �OREGON �p q y 14, 23 JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CH2 Scale: 0.2602 MFRR10- WARN INGS: U-WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C H 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility 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 �E1Z1Z1LL 8 DES. BY: LA responsibility permanent g o 2'o.c.and at lo'o.c.respectively unless braced throughout their length by is the res sibili of the erector.Additional t bracin f continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,`Q 4 WASh T DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !�C 4.No load should be applied to any component until after all bracing and 4.Installabon of truss is the responsibility of the respective contractor. SEQ. : 5968399 fasteners are complete and at no fare should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �Q designloads be applied to an component. and are for"dry condition"of use. pp y c passu 'j. TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /1 .Design assumes adequate drainage is provided. 8 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both laces of truss,and placed so their center II I I III I 111111111111111111111111 I III I I I II II II TPI/WTCA in SCSI,copies of which will be furnished upon request. hies coincide with join[center lines. Me in inches. iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FF9. or�bas ts c�connectorcate size oplalte design values see ESR-1311,ESR-1988(MiTek) 'I-O $F 51398 � A CISTBR �ssfONAL G 11111 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 94 2- 7=(-176) 933 3- 7=(-274) 239 BC: 2x4 OF N1&BTA SPACED 24.0" O.C. 2- 3=(-1195) 274 7- 8=( -74) 606 7- 4=(-140) 485 WEBS: 2x4 OF STAND 3- 4=(-1052) 336 8- 6=(-168) 905 4- 8=(-139) 497 LOADING 4- 5=(-1054) 355 8- 5=(-281) 238 TC LATERAL SUPPORT <= 12'OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1197) 294 BC LATERAL SUPPORT <= 12'OC. LON. OL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 0.0' BEARINGMAX VERT MAX HORZ BAG REQUIRED ERG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -138/ 1064V -149/ 15BH 5.50' 1.70 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 21'- 0.0' -105/ 881V 0/ OH 5.50" 1.41 OF ( 525) M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.027 @ 13'- 10.4 Allowed = 1.004" MAX TL CREEP DEFL = -0.064" @ 13'- 10.4" Allowed = 1.339" MAX HORIZ. LL DEFL = 0.012' @ 20'- 6.5' 10-06 10-06 MAX HORIZ. TL DEFL = 0.020' @ 20'- 6.5' Design conforms to main windforce-resisting 5-05-07 5-00-09 5-00-09 5-05-07 system and components and cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00�7 M-4x6 Q 8 DD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 4.0" Truss designed for wind loads in the plane of the truss only. 3. ' M-1.50 M-1.50 r� 0 v 0 00 C> - -� 8 - 6 0 5D PN OF` M-3x4 0.25" M-3x4 M-3x4 0zo� R 2 \ O M-5x6(S) 2 E 9< 7-01-10 6-08-12 7-01-10 1-06 21-00 y` ,�OREGON �� �tV� 9y r4 Z13 P+ . JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - C3 Scale: 0.2619 MERR10- WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility 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 _tP.RR1L1. DES. BY: LA s the responsibility of the erector.Additional permanent bracing of 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). �� WASk DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contract- SEQ. ontractor. SE/1^. : 5968400 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to an t. and are for"dry condition"of use. g pp y r and assn S.Design assumes full bearing t all supports TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the g g a pports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. O 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 III I I I I'I II 11111111111111 IIIII Ill TPIAVI'CA in BCSI,copies of which wall be furnished upon request, lines coincide with joint center lines. 4 9.Digits indicate size of plate in inches. 51398 q, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) . NAL s IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF q1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 OF q1&BTA SPACED 24.0" O.C. 2-3=(-64) 72 TO LATERAL SUPPORT <= 12"OC. LON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -96/ 398V -16/ 73H 5.50° 0.64 OF ( 625) 11- 10.9' -110/ 141V 0/ OH 1.50" 0.23 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 81- 0.0' 0/ 64V 0/ OH 5.50' 0.10 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 sf) uplift at 24 °oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015° @ -1'- 6.0" Allowed = 0.200" MAX TO PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.114" MAX TO PANEL TL DEFL = -0.008" @ 1'- 1.5" Allowed = 0.171" MAX BC PANEL LL DEFL = 0.022" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.102" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' 1 11 11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9° Design conforms to main windforce-resisting system and components and cladding criteria, 12 8.00 F7 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 00 0 CO ti 0 0 N O - 0 2 4 M-3x4 1 0, 1-06 � E I � �-2 9< 1-06 PROVIDE FULL BEARING•Jts:2 3 4 8-00 OREGON �O qy 14, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - 0J1 Scale: 0.6026 MFRRII.L WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/312015 1.Builder and eredbon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporabon of component is the responsibility of the building designer. 3.Addibonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atL 2'o.c.and at to*o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibihty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,1� Of WAS g� J DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968401 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �T design loads be applied to any component. and are for"dry condition"of use. TRANS ID: 401 529 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the f / G necessary. r 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 IIII I II III I I I III II III TPIMltCA in BCSI,copies o(which will be In upon request. lines coincide with join[center lines. s 1398 <(/� .Digits indicate size of plate in inches. MiTek USA,I 9 nc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) OWN G,IS SS10 ALti�G♦c` III I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF q1&BTA LOAD DURATION INCREASE = 1.15 1-2=( O) 94 2-4=(0) 0 BC: 2x4 OF q1&BTR SPACED 24.0' O.C. 2-3=(-83) 74 TC LATERAL SUPPORT <- 12"OC. LON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -51/ 437V -30/ 110H 5.50" 0.70 OF ( 625) 3'- 10.9" -139/ 150V 0/ OH 1.50" 0.24 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net(-5 sf uplift at 24 °oc s acin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011' @ -1'- 6.0' Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200° MAX LL DEFL = 0.000' @ 0'- 0.0° Allowed = 0.178' MAX BC PANEL LL DEFL = 0.024' @ 3'- 6.6° Allowed = 0.354" MAX TC PANEL TL DEFL = -0.037" @ 2'- 5.3" Allowed = 0.413" MAX BC PANEL TL DEFL = -0.152" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 3-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 0 C> r0 0 t` o� v 0 4 M-3x4 D N 0 I CC E of 1-06 IPROVIDE FULLB I G• s:2 3 4 8-00 OREGON�� �4, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CJ2 Scale: 0.5276 MERRI�L WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility 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 atRRII-1,B DES. BY: LA s the responsibility of he erector.Addi Additional permanent bracing of 2'o.c.and at to'o.c.respectively unless braced throughout their length by q� DATE: 6/20/2014 responsibility e e 2x Impact bridging such l bas racing dquired where)and/or drywall(BC). 1O -W ASg� the overall structure is the res or.Adi of the permanent designer. 3.2x Im act brh t or lateral bracw required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ. : 5968402 CTS TRANS I D: 401529 steners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �( design loads he applied to any component. and are for"dry condition"of use. ,4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. O�. 6.This desi n is furnished subject to the limitations set forth b 7.Design assumes adequate drainage is provided. II I I III I I(I I I III I II g 1 e.Plates shall be located on both faces of truss,and placed so then center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits indicate size of plate in inches. ,,A 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. -1311,ESR-1988(MiTek)For basic connector plate design values see ESR .r +� rs TONAL�G ' r - IIII III This design prepared from computer input by ' ,. PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF pt&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 DF pt&BTR SPACED 24.0' O.C. 2-3=(-120) 94 TC LATERAL SUPPORT <- 12"OC. LON. LOADING BC LATERAL SUPPORT <= 12°OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -46/ 495V -44/ 147H 5.50' 0.79 OF ( 625) 5'- 10.9' -124/ 180V 0/ OH 1.50' 0.29 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 83V 0/ OH 5.50' 0.13 DF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.015" @ -1'- 6.0" Allowed = D.200" MAX LL DEFL = 0.000" @ 01- 0.0' Allowed = 0.078' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105' MAX TC PANEL LL DEFL = 0.120' @ 3'- 2.1' Allowed = 0.436' MAX BC PANEL TL DEFL = -0.182' @ 4'- 1.4' Allowed = 0.472' 5-11-11 MAX HOAIZ. LL DEFL = -0.001' @ 5'- 10.9' MAX HOAIZ. TL DEFL = -0.001' @ 5'- 10.9' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 a 0 o � v7 ti o v o - 0 4 M-3x4 Q PQ N CC E 9< 1-06 1PROVIDE FULL BEAAING•Jts:2 3 4 8-00 OREGON�� �O �Y 14, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CJ3 Scale: 0.5026 MFRRI��-� WARNINGS: GENERAL NOTES,unless otherwise noted. EXPIRES:12/31/2015 1.Bwlder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown t. 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 ��RRri-L 8 DES. BY: LA 2'o.c.and at 10'o.c.respecbvely unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I the overall structure is the responsibility f the building desi su plywood here s and/or drywall(BC). ,1 O�W/>,$ DATE: 6/20/2014 pons ry o g finer. 3.In Impact bridging is lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968403 fasteners are complete and at no time should any loads greater than 5.Design assumes musses are to be used in a noncorrosive environment, �Q design loads be applied to any component- and are for"dry condNon"of use. .� TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it necessary. 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 III III II I IIIII II I I II II II TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes.9. e in inches. ,,A MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFor�basits c�connector cate size oplalte design values see ESR-1311,ESR-1988(MiTek) /-O ,�� Isc � A CfSTER ��SfONALti�G 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2-3=(-160) 122 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0" -46/ 550V -57/ 184H 5.50" 0.88 OF ( 625) 7'- 9.2" 0/ 158V 0/ OH 5.50" 0.25 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -100/ 217V 0/ DH 1.50" 0.35 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGECOND. 2: Desi n checked for net(-5 sf) uplift at 24 "oc s acin . LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200' MAX TC PANEL LL DEFL = 0.3810 @ 4'- 9.0" Allowed = 0.596" MAX TC PANEL TL DEFL = -0.432' @ 4'- 6.0' Allowed = 0.894" MAX HORIZ. LL DEFL = -0.002' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 7'- 10.9' 12 Design conforms to main windforce-resisting system and components and cladding criteria. 8.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 co 0 00 to 0 o� - v o - 4 0 M-3x4 EQ PNR 0 q 0 E 29r 1-06 IPROVIDE FULL BEAAING•Jts:2 4 3 B-00 yG ORE G0N�� �((� 2V3 Q�- MFR JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CJ4 Scale: 0.4861 WARNINGS: GENERAL NOTES,unless otherwise noted. EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility 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 atLL B DES. BY. LA is the res onsibili of the erector.Additional permanent bracing of 2'continuous and at 10•on respectively unless braced throughout their length). ,-{l f WAS A,� P ty P 0 continuous sheathing such as plywood s braced throughout and/or heir length b V" )� "f'• DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q tiO CYC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater tion 5.Design assumes trusses are to be used in a non-corrosive environment, �Q TO SEQ. : 5968404 design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS4 5.CompuTrus has no control over and assumes no responsibility for he 0 necessary. 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 III II III III IIII II II III I II I III II TPI/WTCA in Br Sl,copies of which will be furnished upon request. lines coincide wnh joint center lines. 9.Digits indicate size of plate in inches. 5139 .6(1L)-E 8 MiTek USA,Inc./CompuTrus Software 7.610.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .r�� �l?Grs1�W� �0%NALE�G r ' III IIIIII This design prepared from Computer input by ._ PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 94 2-5=(D) 0 BC: 2x4 OF #18BTR SPACED 24.0O.C. 2-3=(-217) 202 3-4=(-123) 47 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0' 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -29/ 515V -71/ 221H 5.50' 0.82 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 152V 0/ OH 5.50' 0.24 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -213/ 488V 0/ OH 1.50' 0.63 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7° -92/ 28V 0/ OH 1.50' 0.05 OF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011' @ -11- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.275' @ 3'- 10.7' Allowed = 0.598' MAX TC PANEL TL DEFL = -0.240' @ 3'- 11.0' Allowed = 0.897' MAX HORIZ. LL DEFL = -0.003' @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.003' @ 7'- 11.2- 12 Design conforms to main windforce-resisting B.00[�7 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads �- in the plane of the truss only. 0 0 0 0 o ti co C) o 5 M3x4DINORs�02 1-06 B-00 1-11-11 PROVIDE FULL BE RING•Jts:2 5 3 4 OREGON,, � 91' 14, 2� Q'4 JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CJ5MFRRIIi Scale: 0.4318 WARNINGS: GENERAL NOTES,unless otherwnsenoted EXPIRES.12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJS and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1 o'o.c.respectively unless braced throughout their length by DATE• 6/20/2014 continuous sheathing such as plywood aired where s and/or drywall(BC). ,1 4 WAS the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968405 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. .� TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. -� 6.This design is furnished subject to the limitations set forth by B.plates shall be located on both faces of truss,and placed so their center II III III I I I 11111111111111 I III' III 7PI VJiCA in SCSI,copies of which wall be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. +� 51398 q, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �sSIONAL 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 OF t!1&BTA SPACED 24.0" O.C. 2-3=(-78) 26 TC LATERAL SUPPORT <= 12"OC. LON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0" -111/ 429V -16/ 73H 5.50" 0.69 OF ( 625) 1'- 9.2' -73/ 43V 0/ OH 5.50° 0.07 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -19/ 42V 0/ OH 1.50' 0.07 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,1.120HS,MIBHS,Id16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psfl uplift at 24 'oc s acin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011° @ -1'- 6.0° Allowed = 0.150° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -O.D15" @ -1'- B. Allowed = 0.200' 1 11 11 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = 0.003° @ 1'- 0.0" Allowed = 0.171" MAX HORIZ. LL DEFL = -0.000" @ 11- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 _ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 co 0 m 0 0 N - O _ O 4 4M-3x4 1 PR OFFS IN 1-06 2-00 PROVIDE FULL BEARING•Jts:2 4 3 2 PP E ORE ON �O �k 14, JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ1MFRRI��-e' Scale: 0.6955 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erector contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CSJ 1 2.2x4 compression web bracing must be installed where shown+- incorporabon of component is the responsibility of the building designer. 3.Additional temporary bracing[o insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �F+ jLl• DES. BY: LA A the responsibility h 2'o.d.and at 10'o.d.respectively unless braced throughout their length by • p ty of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)TC and/or dr Q pcw g( ) ywall(BC). J� f WAS DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.In Impact bridging or lateral bracing required where shown++ e �� 4.No load should he applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � SEQ. : 5968408 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. .� TRANSI D: 401529 5.CompuTrus has no control over and assumes no respansibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. D 6.This design is furnished subject to the limitations set forth by 8.Plates shall he located on both faces of truss,and placed so their center II I I I II I IIIII II 11111111111111 III TPI/WTCA in BCSI,copies of which will be furnished upon request. 9 fines-lr� cata size induce with joint center linesate in . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFulbasidciconnector plane design values see ESR-1311,ESR-1988(MiTek) '�O ��51398• ��SSIONALti���w r IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-34) 31 1-3=(0) 0 BC: 2x4 OF q1&BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 01- 0.0' -13/ 98V -11/ 30H 5.50° D.16 OF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' 0/ 23V D/ OH 5.50' 0.04 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1'- 11,7' -28/ 46V 0/ OH 1,50' 0.07 OF ( 625) M,M20HS,Ml8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.002' @ 1'- 2.9' Allowed = 0.114' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.2' Allowed = 0.172' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HOAIZ. LL DEFL = -O.00D' @ 1'- 10.9° MAX HOAIZ. TL DEFL = -0.000' @ 1'- 10.9- 12 Design conforms to main windforce-resisting 8.00 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, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. � a 0 0 m co 0 0 CD CD o _ ' 0 11 3 M-3x4 7 �tD PN O q s� 2-00 � E o29< PROVIDE FULL BEARING'Jts:1 3 2 vG OREGON, �l7✓� �O �Y14, 2� P+ JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ1XScale: 0.6553 MERR10-� WARNINGS: GENERAL NOTES,unless otherwise noted. EXPIRES:12/31/2015 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CSJ 1 X 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. _A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'a`respectively unless braced throughout their lenggth by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BCI ,1� F WA$ DATE: 6/20/201 4 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor, SEQ. : 5968409 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, �Q O design loads be applied to any component. and are for"dry condii of use. .� TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hull bearing at all supports shown.Shim or wedge if y^ fabrication,handling,shipment and installation of components. necessary. D 7.Design assumes adequate drainage is provided. �---� 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III I II II I I I I I I II I I II TPIANTCA in SCSI,copies of which will be furnished upon request. hies coincide wdh joint center lines. 9. Digits sic con size p plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) AS"ONA��G �I II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( D) 94 2-4=(0) 0 BC: 2x4 OF H1&BTR SPACED 24.0' O.C. 2-3=(-89) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -92/ 441V -30/ 110H 5.50" 0.71 OF ( 625) 1'- 9.2" -54/ 62V 0/ OH 5.50" 0.10 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -45/ 94V 0/ OH 1.50" 0.15 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net -5 psf up lift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011' @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' 12 MAX TC PANEL LL DEFL = 0.003' @ 1'- 2.0" Allowed = 0.275" 8.00 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, <* Truss designed for wind loads C� in the plane of the truss only. Co co 0 <r ti 0 a 0 0 4 M-3x4 1 PR OFFS IN 1-06 2-00 PROVIDE FULL BEARING'Jts:2 4 3 y OREGON tK �O qy 14, - V3 P+� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ2MFRR10-� Scale: 0.6773 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erecbon contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CSJ 2 2.2x4 compression web bracing must be installed where shown+, incorporabon 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 '+ L DES. BY LA 2'o.c.and at 1 o'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�1v Ofp WA ��� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e CYC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q .� T ;PSEQ. : 5968410 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �Q O design loads be applied to any component. and are far"dry condition"of use. •�, TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. O 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 IIII III III VIII II I III II I II IIII TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. ,,A 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ..t,O �FGISTER� r ssIONAL, II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ` TO: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=(-79) 55 1-3=(0) 0 BC: 2x4 IF #1&BTR SPACED 24.0" O.C. TO LATERAL SUPPORT <- 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 01- 0.0' -28/ 130V -25/ 67H 5.50' 0.21 OF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2' -19/ 69V 0/ OH 5.50' 0.11 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 3'- 11.7' -52/ 95V 0/ OH 1.50' 0.15 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin 8.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.054" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 31- 10.9" MAX HORIZ. TL DEFL = -O.00D" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o 0 0 0 0 C co O O _ C, 3 M-3x4 ��D PRO R s/02 2-00 C4' 2�f E 9r 1-11-11 PROVIDE FULL BEARING;Jts:1,3,2 9G ,�OREGON (vim �O q y 4, JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ2XMFRRi�\-� Scale: 0.7245 WARNINGS: GENERAL NOTES,unless otherwise noted EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. but component.Applicability of design parameters and proper Truss: CSJ 2X 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 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 DES. BY: LA ,s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dry-II(BC). ,l� WA$X DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5 96841 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �Q 7 design loads be applied to any component. and are for"dry condition"of use. TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / fabrication,handling,shipment and installation of components, necessary. 0/I 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center II I I I I I I I 11111111111111 II TPVWTCA in SCSI,copies of which wall be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. ,�,rr11 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Far basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'r0� �F f139R� t{1 �S% ALE�G 1111111111111 ' II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 OF #1&BTA SPACED 24.0" O.C. 2-3=(-12B) 79 TO LATERAL SUPPORT <= 12110C. UON. LOADING BC LATERAL SUPPORT <= 121100. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0° TOTAL LOAD = 42.0 PSF O'- 0.0" -60/ 431V -44/ 147H 5.50" 0.69 OF ( 625) 1'- 9.2" -47/ 154V 0/ OH 5.50" 0.25 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -73/ 143V 0/ OH 1.50" 0.23 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011° @ -1'- 6.0' Allowed = 0.150° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015° @ -1'- 6.0' Allowed = 0.200° 3 MAX BC PANEL LL DEFL = 0.004° @ 1'- 0.1' Allowed = 0.054° MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1' Allowed = 0.072" 12 MAX HORIZ, LL DEFL = -0.001" @ 51- 10.9" 8.00 MAX HORIZ. TL DEFL = -0.001" @ 51- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCD1_=4.2,BCDL=6.O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads C? in the plane of the truss only. v 0 o � vi t` v 0 0 4 M-3x4 s/o2 1-06 2-00 3-11-11 CC PROVIDE FULL BEARING•Jts:24 3 yL OREGON Y 14, 20k, JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ3MFRRIL�-e' Scale: 0.5796 WARNINGS: GENERALNOTES,unless otherwse noted EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CSJ 3 2.2x4 compression web bracing must be installed where shown+, incorporabon 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 atRR1Ll,8 DES. BY: LA s the responsibility of the erector.Addi onal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by q� DATE• 6/20/2014 responsibility g g 2x Impact bridging or such asplywoodsheathing(TC)airedereshown and/or drywall(BC). QP�ti �WA$k� the overall structure is the res chili of the anon t br ing 3.2x Impact bridging or lateral bracing required where shown++ Q �' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5 968412 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, �� O design loads be applied to any component. and are for"dry condition"of use. .� TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 0 7.Design assumes adequate drainage is provided. 6.This design is tarnished subject to the limitations set forth by 8.plates shall be located on both(aces of truss,and placed so their center III I I III I I III III II I III II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. +� 51398 Q, MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mil �F�is1�R�Q SSIONALti�G , t r III II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE - 1.15 1-2=(-123) 79 1-3=(0) 0 BC: 2x4 DF kt&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. LON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -21/ 116V -39/ 104H 5.50" 0.19 OF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" -67/ 162V 0/ OH 5.50' 0.26 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -76/ 144V 0/ OH 1.50" 0.23 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net(-5 psfJ uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.004' @ 1'- 0.1' Allowed = 0.054' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.005' @ 1'- D.1' Allowed = 0.072' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9" 8.00 MAX HOP IZ. TL DEFL = -0.001° @ 5'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v � 0 0 � v 0 0 � v ti o a C? 7_ 0 1 3 M-3x4 7 rS�02 2-00 3-11-11 PBOVIOE FULL BEARING•Jts:1 3 2 OREGON1� gy14 20 Q� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ3XMERRI Scale: 0.5786 WARNINGS: GENERAL NOTES,unless otherwise noted. EXPIRES.12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CSJ 3X and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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 atFL p ry,o permanent g o 2'o.c.and at 1 o'o.c.respectively unless braced throughout their length by DES. BY: LA s the res onsibili f the erector.Additional t bracin t O continuous sheathing such as plywood aired here s and/or drywall(BC). ,1 F w!�$f f DATE: 6/20/201 4 the overall structure is the responsibility of the building designer. 3.in Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � SEQ. : 5968413 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �Q O design loads be applied to any component and are for'dry condition"of use. TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full hearing at all supports shown.Shim or wedge e if � fabrication,handling,shipment and installation of components. necessary. 0 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III II I I I I I I II II IIII III I III TPI1WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �04, %IseAL ,(c� ssIONE�G♦'1' 1111111111111 'llII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 94 2-5=(-76) 103 3-5=(-236) 225 BC: 2x4 OF 81&BTR SPACED 24.0" O.C. 2-3=(-186) 197 WEBS: 2x4 OF STAND 3-4=( -13) 6 LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -82/ 469V -71/ 147H 5.50" 0.75 OF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 5'- 11.5" -47/ 242V 0/ OH 5.50" 0.39 OF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL MOND. 2: Design checked for net(-5 sf uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. " For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011' @ -1'- 6.0' Allowed = 0.150" C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' M,M20HS,M18HS,M16 = MiTek MT series MAX TC PANEL LL DEFL = 0.126' @ 3'- 0.1' Allowed = 0.408' 5-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.110' @ 3'- 0.2' Allowed = 0.612' MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7' 12 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' 8.00 M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 v v o v ra 0 t` Fill o o - 0 5 M-3x4 M-1.5x3 FIR OFFS L 5 I N 5-07-12 0-03'12 '�\ go 2 � E 029 1-06 5-11-08 OREGON �O 9 y 14, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - D1 Scale: 0.4897 MFRRI%-\� WARNINGS: GENERALNOTES,unless otherwise noted EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+ incorporation of component is the responsibility 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 atRRILL.8 DES. BY: LA 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� F WASfj ' DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e tiO IX 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �i SEQ. : 5968414 fasteners are complete and at no bme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 FvP �0 design loads be applied to any component. and are for"dry condition'of use. .� TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handlin necessary. g,shipment and installation of components. 7,Design assumes adequate drainage is provided. 0 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 Meir center III I II II II I I I I II I I I III TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 51398 w MiTek USA,Inc./CompuTrus Software 7.5.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) O����GISTER�Q r, SSfONALti�G t ' III) III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF H18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-5=(-76) 103 3-5=(-236) 225 BC: 2x4 DF H18BTR SPACED 24.0' O.C. 2-3=(-186) 197 WEBS: 2x4 DF STAND 3-4=( -13) 6 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0' 0.0' 01- 0.0' -82/ 469V -71/ 147H 5.50' 0.75 DF ( 625) •' For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 51- 11.5' -47/ 242V 0/ OH 5.50' 0.39 OF ( 525) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: ICOND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin . C,CN,CI8,CN18 (Gr no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011' @ -1'- 6.0' Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.126' @ 3'- 0.1' Allowed = 0.408' 5-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.110' @ 3'- 0.2' Allowed = 0.612' MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7' 12 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' B.00 M-1.5x3 4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 v v o v r> 0 u7 Fill r` oIa - 0 5 M-3x4 M-1.50 � D) P R OFFS 5-07-12 0-03-12 N� E s/O29f G 1-06 5-11-08 OREGON 1\tK �O qy 14, 2'3 P+ JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - D2Scale: 0.4897 MEPR10-� WARNINGS: GENERALNDTES,unless otherwise noted: EXPIRES.12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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 _ItFiRRILL 8 DES. BY• LA responsibility permanent g a 2'o.c.and at 10'o.c.respectively unless braced throughout their length by C is the res onsibili of the erector.Additional i bracin f continuous sheathin such as I g plywood meed where s and/or drywall(BC). 41 v11A$ DATE 6/20/2014 the overall structure is the to any comp of the building designer. 3.In Impact bridging or lateral bracing required of the where shown t+ Q tiO �� � 4.No load should be applied to any component until after all bracing and I.Installation of truss is the responsibility of the respective contractor. � �i SEQ. : 5968415 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Q �Q �Q design loads be applied to any component. and are for"dry condition'of use. .� TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full hearing at all supports shown.Shim or wedge if fabrication,handling,shipment p and installation of components.ty necessary. O 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 II III III I I I 11111111111111 II III III TPI/WTCA in BCSI,copies of which wall be furnished upon request. hues coincide with joint center lines. 4 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �SSfONAL EAG III II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-185) 200 1-4=(-75) 103 2-4=(-241) 223 BC: 2x4 OF N1&BTR SPACED 24.0' O.C. 2-3=( -13) 6 WEBS: 2x4 OF STAND LOADING TC LATERAL SUPPORT <= 1210C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. LON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 01- O,D" -30/ 256V -66/ 132H 5.50" 0.41 OF ( 625) ** For hanger specs. - See approved plans 51- 11.5" -51/ 250V 0/ OR 5.50" 0.40 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf uplift at 24 °oc s acin . M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.128' @ 3'- 0.1' Allowed = 0.408' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.115' @ 3'- 0.2' Allowed = 0.612' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7' 5-07-12 0-03-12 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7° Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 M-1.5x3 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N N o V 7 0 0 o o - 0 4 M-3x4 M-1.50 ,ED PRO 0, 5-07-12 0-03-12 � E 9r I. L 5-11-08 yG ,�OREGON � �O 9y 14, 2�� P+� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - D3MERRI��-� Scale: 0.4891 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. _Arl. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA s the resDonsihili of he erector.AddNonal ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ty P g continuous sheathing such as plywood sheathing(TC)and/or drywrall(BC). 419 '<WAS DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968416 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �R 0 design loads be applied to any component. and are for"dry condition'of use. TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppo s shown.Shim or wedge if ece fabrication,handling,shipment and installation of components. 7.Designgn assumes adequate drainage is provided. 0� 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 II I I I II II I I 111111111111111 I II I I I III TPI/VJTCA in SCSI,copies of which will be furnished upon request. lines coincide with tom[center lines. 9.lines indicate e size of plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �O� �F-Is R� � �SSIONALE�G ` r VIII II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 HIP-D SETBACK B-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) i- 2=( 0) 100 2-12=( -798) 3883 12- 3=( D) 305 BC: 2x6 OF SS 2- 3=(-4525) 1032 12-13=( -803) 3878 3-13=(-394) 122 WEBS: 2x4 OF STAND LOADING 3- 4=(-4164) 1181 13-14=(-1051) 3905 13- 4=( -33) 829 LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 14.15=( -803) 3878 13- 6=(-466) 315 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 ELF 0'- 0.0' TO 10'- 2.9" V 4- 6=(-3652) 1084 15-10=( -798) 3883 6-14=(-466) 315 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 10'- 2.9' TO 15'- 9.1' V 6- 8=(-3652) 1084 8-14=( -33) 829 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 ELF 15'- 9.1' TO 26'- 0.0' V 7. 8=( 0) 0 14- 9=(-395) 122 BC UNIF LL( O.D)+DL( 50.0)= 50.0 ELF 01- 0.0' TO 261- 0.0' V 8- 9=(-4164) 1181 9-15=( 0) 305 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-10=(-4525) 1032 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 597.3)+DL( 167.2)= 764.6 LBS @ 10'- 2.9' 10-11=( O) 100 _____======__________________________ TC CONC LL( 597.3)+DL( 167.2)= 764.6 LBS @ 15'- 9.1' OVERHANGS: 23.0' 23.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 01- 0.0" -591/ 2730V -121/ 121H 5.50" 4.37 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 26'- 0.0" -591/ 2730V 0/ OH 5.50" 4.37 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desicin checked for net(-5 sf) uplift at 24 'oc Spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030' @ -1'- 11.0' Allowed = 0.192' MAX TL CREEP DEFL = -0.039' @ -1'- 11.0' Allowed = 0.256' MAX LL DEFL = -0.144' @ 10'- 2.4' Allowed = 1,254' MAX TL CREEP DEFL = -0.321' @ 10'- 2.4' Allowed = 1.672' MAX LL DEFL = -0.030' @ 27'- 11.0' Allowed = 0.192' MAX TL CREEP DEFL = -0.039' @ 27'- 11.0' Allowed = 0.256' MAX HORIZ. LL DEFL = 0.045' @ 25'- 6,5" 0-03-09 0-03-09 MAX HORIZ. TL DEFL = 0.075' @ 25'- 6.5' T f Design conforms to main windforce-resisting 10-02-09 5-06-14 10-02-09 system and components and cladding criteria. 5-04-05 4-06-12 2-09-07 2-09-07 4-06-12 5-04-05 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 764.60# 64.60# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 • 12 Truss designed for wind loads 6.25 M-7x8 M-7X8 5 M-3x4 7 Q 6.25 in the plane of the truss only. 6 M- x4 M-3x4 N 3 0 o M-4x10 M-4x10 D PROFe. --1 � 1 N/E 0 12 131 14 15 CD M-1.500.25" M-3x8 M-1.50 M-7x8(S) CC 2 E r 5-02-09 4-06-12 6-05-07 4-06-12 5-02-09 1 11 OREGON 26-00 �O 9)' 14, 2� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - EH1 Scale: 0.2264 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. TIl. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �E L DES. BY: LA is the responsibility of the erector.Additional permanent bracing f 2'o.c,and at 1o'o.c.respectively unless braced throughout their length by pons ty per g o continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). �1� F WA$g the overall structure is the responsibility of the budding designer. 3.2x Impact bridging lateral bracing required where shown++ DATE: 6/20/2014 l i g°r g q 4.No load should be applied[o any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q SEQ. : 5968417 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �T O design loads be applied to any component. and are for"dry condition"of use. TRANSI D: 401 5 29 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. 1 / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0/ 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center IIIIII III III VIII II I III I 11 II II TPIANiCA in SCSI,capias of which w 11 be furnished upon request lines coincide with joint center lines. 9.lines indicate size of plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) �0� , I$-rc sslONALti�G ii ii LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0- IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H1&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 100 2-12=(-406) 1544 12- 3=( 0) 175 BC: 2x6 DF SS SPACED 24.0° O.C. 2- 3=(-1836) 589 12-13=(-408) 1542 3-13=(-329) 126 WEBS: 2x4 OF STAND 3- 4=(-1481) 579 13-14=(-445) 1325 13- 4=(-125) 418 LOADING 4- 5=( 0) 0 14-15=(-476) 1542 13- 6=(-162) 181 TO LATERAL SUPPORT <= 12"OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1249) 539 15-10=(-474) 1544 6-14=(-162) 181 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1249) 539 8-14=(-125) 418 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 14- 9=(-329) 125 ------------------------------------ 8- 9=(-1481) 579 9-15=( 0) 175 ------------------------------------- NOTE: 2x4 BRACING AT 24'00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1836) 588 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 100 ------------------------------------- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 23.0" 23.0" BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 01- 0.0" -288/ 1311V -121/ 121H 5.50" 2.10 DF ( 625) C,CN,CIB,CNIB (or no prefix) = CompuTrus, Inc 261- 0.0" 288/ 1311V 0/ OH 5.50° 2.10 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series COND. 2: Design checked for net -5 sf) uplift at 24 "oc s acro VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1BO MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192' MAX TL CREEP DEFL = -0.039° @ -1'- 11.0" Allowed = 0.256' MAX LL DEFL = 0.051' @ 15'- 9.6' Allowed = 1.254' MAX TL CREEP DEFL = -0.121' @ 13'- 0.0° Allowed = 1.672' Support top chord at joints 5 and 7 MAX LL DEFL = -0.030° @ 27'- 11.0' Allowed = 0.192' MAX TL CREEP DEFL = -0.039° @ 27'- 11.0' Allowed = 0.256' 00 002111 MAX HORIZ. LL DEFL = 0.017° @ 25'- 6.5° �Iff MAX HORIZ. TL DEFL = 0.029° @ 25'- 6.5" 12-09-05 0-05-07 12-09-05 Design conforms to main windforce-resisting 5-04-05 4-06-12 2-10-04 2-10-04 4-06-12 5-04-05 system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 5 7 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6.25 M-4x6 M-4X6 Q 6'25 Truss designed for wind loads M-3X4 in the plane of the truss only. s N M-3x4 M-3x4 o PROFFs C> 0 E 2�f 0 12 13 14 15 0 o M-4x4 M-1.5x3 0.25° M-3x8 M-1.5x3 =M-4x4 1 0 M 7x8(S) OREGON 0 � L i, i, I. ( �` '� . ,nor � 5-02-09 4-06-12 6-05-07 4-06-12 5-02-09 �O q y 14, 2C3 26-00 MFF? 10- 1-11 1-11 EXPIRES:12/31/2015 JOB NAME : LENNAR 2892- E MARQUAM ENGLISH - EH2 Scale: 0.2243 t&ERR1L1_B WARNINGS: GENERAL NOTES,unless otherwise noted: ,`� WASg 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: EH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. (✓P O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .� DES. BY: LA 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �! 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 5968418 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 51398 w TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 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 f�NAL� II II I III I I II I I II II I II TPINVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. , 49. Digits intliple size of plate m orches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III III This design prepared from computer input by n PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBERFORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 100 2- 8=(-231) 1461 3- B=(-375) 264 BC: 2x4 OF N1&BTA SPACED 24.0' O.C. 2- 3=(-1757) 376 8- 9=(-119) 958 8- 4=(-134) 632 WEBS: 2x4 OF STAND 3- 4=(-1542) 388 9- 6=(-277) 1461 4- 9=(-135) 633 LOADING 4- 5=(-1543) 388 9- 5=(-375) 264 TC LATERAL SUPPORT <= 1210C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1757) 376 BC LATERAL SUPPORT - 12'OC. LION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 100 TOTAL LOAD = 42.0 PSF OVERHANGS: 23.0' 23.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 01- 0.0' -212/ 1311V -15S/ 155H 5,50' 2.10 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 26'- 0.0' -212/ 1311V 0/ OH 5.50" 2.10 OF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing.. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030' @ -1'- 11.0' Allowed = 0.192' MAX TL CREEP DEFL = -0.039' @ -1'- 11.0' Allowed = 0.256' MAX LL DEFL = -0.058' @ 17'- 2.2' Allowed = 1.254' MAX TL CREEP DEFL = -0.139' @ 17'- 2.2' Allowed = 1.672' MAX LL DEFL = -0.030' @ 27'- 11.0' Allowed = 0.192' MAX TL CREEP DEFL = -0.039' @ 27'- 11.0' Allowed = 0.256' MAX HORIZ. LL DEFL = 0.025' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.041' @ 25'- 6.5' 13-00 13-00 Design conforms to main windforce-resisting 6-08-14 6-03-02 6-03-02 6-08-14 system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.25� M-4X6 Q 6.25 load duration factor=1.6, 4 4.0" inuss thedplane eoffor thewintrussoads only. .1' M-1.50 M-1.5x3 ca 3 0 0 m ��� U P R OFFS C> B 9 \c� (Nl jR �'/0�9� M-4x4 M-3x4 0.25' =M-4x4 0 2v E M-5x8(S) B-09-15 8-04-03 8-09-15 1 11 L 26-00 1-11 y` OREGON i0 qJ' 14, 29 P} JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - E3Scale: 0. MFRR10-� 2264 WARNINGS: GENERAL NOTES,unless otherwsenoted: EXPIRES:12/31/2015 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2X4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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 permanent g o T o.c.and at 1 o'o.c.respectively unless braced throughout their length by DES. BY: LA s the responsibilityof he erector.Additional bracing f continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,1O 4 WASk DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2X Impact bridging or lateral bracing required where shown++ Q �� ,MC �� 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .� SEQ. : 5968419 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any compo ant. and are for"dry condition"of use. TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge it c5^ necessary. /1 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. D�1 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 II I I I II I I I I I II I I I III "lTVVTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. +� 51398 q, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) +� O.P FCis1ERG� �SSIONAL EAG IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 MONO HIP-D SETBACK B-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #I&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2- 8=( -985) 3714 8- 3=( O) 275 2x6 OF SS T2 2- 3=(-4331) 1093 8- 9=( -989) 3709 3- 9=( -375) 127 BC: 2x6 OF SS LOADING 3- 4=(-3997) 1240 9-10=(-1213) 3449 9- 4=( 0) 548 WEBS: 2x4 OF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 10-11=(-1213) 3449 9- 6=( -24) 213 2x4 DF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 2.9' V 4- 6=(-3515) 1143 10- 6=( 0) 643 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 10'- 2.9' TO 26'- 0.0' V 6- 7=( -79) 95 6-11=(-4066) 1439 TC LATERAL SUPPORT <= 1210C. LION. BC UNIF LL( O.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 26'- 0.0' V 11- 7=( -516) 354 BC LATERAL SUPPORT <= 12'OC. LON. TC CONC LL( 597.3)+DL( 167.3)= 764.6 LBS @ 10'- 2.9' BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA ------------------------------------- LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE 2x4 BRACING AT 24'OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -624/ 2648V -87/ 203H 5.50' 4.24 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 21 0.0' -1008/ 2824V 0/ OH 5.50' 4.52 OF ( 625) -------------------------------- BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 sf uplift at 24 "oc s acin OVERHANGS: 23.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.030' @ -1'- 11.0° Allowed = 0.192" C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.039' @ -t'- 11.0' Allowed = 0.256' M,M20HS,Ml 8HS,M16 = MiTek MT series MAX LL DEFL = -0.160' @ 10'- 2.4' Allowed = 1.254° *' For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.335' @ 10'- 2,4' Allowed = 1.672' MAX HORIZ. LL DEFL = 0.041' @ 25'- 8.5' MAX HORIZ. TL DEFL = 0.069' @ 25'- 8.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 10-02-09 15-09-07 Truss designed for wind loads in the plane of the truss only. 5-03-05 4-05-12 0-05-08 7-06-04 8-03-03 12 764.6011 6.25 F--' M-5x8 5 M-8x10 M-3x6 6 7 T2- - M-3x4 + a w o a A + o 0 M-410 ���Ep PRE-ZOFFs 0 C? 8 -g 10 rif• ��� (N� 9 s/2 0, 0 1 M-1.5x3 0.25" M-1.5x3 M-6xB 2 E 9� M-7x8(S) y r 5-01-09 4-05-12 8-01-07 B-03-03 1 11 26-00 y� OREGON\tk �[V� /Q q 11 y 4 2� Q-1- JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - FH1 Scale: 0.2286 MER RI WARNINGS: GENERAL NOTES,unless othervase noted: EXPIRES:12/31/20155 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Fi11.1,e DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'continuous and et 1a'hin respectively unless braced throughout their length)by . DATE: 6/20/2014 responsibility g g 2x Impact ing such as bracing dgheed where s and/or d ywall(BC). ,` F WAS �{ the overall structure is the res oncom of the until a n all acro 3.In Impact bridgingaor lateral pons required where shown++ 4�, �� T Tt� /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � �i SEQ. 5968421 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �Q 0 design loads be applied to any component. and are for"dry condition"of use. TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary.7.Design assumes adequate drainage is provided. 0 6.This design is furnished sublet[to the limitations se[forth by 8.Plates shall be located on both faces of truss,and placed so their center III III III VIII II 11111 II I III TPVWTCA in SCSI,copies of which unit be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. +� 51398 w MiTek USA,Inc./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1011,ESR-1988(MiTek) 0 �FCI$1'BR� �sslONALElyG LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 , TC: 2x4 OF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 100 2- 8=(-634) 1557 8- 3=( 0) 158 2x6 OF SS T2 SPACED 24.0' O.C. 2- 3=(-1850) 462 8- 9=(-636) 1555 3- 9=( -306) 121 BC: 2x6 OF SS 3- 4=(-1516) 453 9-10=(-483) 1297 9- 4=( 0) 343 WEBS: 2x4 OF STAND LOADING 4- 5=( 0) 0 10-11=(-483) 1297 9. 6=( -81) 160 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-1284) 432 10- 6=( 0) 367 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -80) 93 6.11=(-1529) 511 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 11- 7=( -211) 108 _____ _____________________________= LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0' -261/ 1330V -86/ 204H 5.50' 2.13 DF ( 625) _____________________________________ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 26'- O.D' -168/ 1084V D/ OH 5.50' 1.73 DF ( 625) OVERHANGS: 23.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Desi n checked for net -5 sf) uplift at 24 "oc spacin . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.030' @ -1'- 11.0° Allowed = 0.192' C Connector plate N18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.039' @ -1'- 11.0' Allowed = 0.256' M,M20HS,M18HS,(orM16 = MiTek MT series MAX LL DEFL = 0.060' @ 10'- 2.4' Allowed = 1.2541 MAX TL CREEP DEFL = -0.125° @ 10'- 2.4' Allowed = 1.672' MAX HORIZ. LL DEFL = -0.017' @ 25'- 8.5' MAX HORIZ. TL DEFL = 0.027' @ 25'- 8.5' Design conforms to main windforce-resisting support top chord at joints 5 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12-09-05 13-02-11 (AllHeights), actor=1.6 Cat.2, Exp.B, MWFRS(Dir), load duration Truss designed for wind loads 5-03-05 4-05-12 3-00-03 4-11-08 8-03-03 in the plane of the truss only. 12 5 6.25� M-4x6 M-3x10 M-1.5x3 4 6 7 T2 N M-3x4 3 + + o v FIR OFFS IN ELid o29r s 9 10 *11 1 M-4x4 M-1.5x3 0.25" M-1.50 M-3x6 ----� M-7xB(S) ORE ON �lV� 5-01-09 4-05-12 B-01-07 8-03-03 L /�MFRRIt.L�P} 1 11 26-00 EXPIRES:12/31/2015 JOB NAME : LENNAR 2892- E MARQUAM ENGLISH - FH2 Scale: 0.2349 WARNINGS: GENERAL NOTES,unless otherwise noted: ,`Q 4 WASr,_ 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F H 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Q C� 2.2x4 compression web bracing must be installed where shown+- incorporation of component is the responsibility of the building designer. �T O 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords c be throughout braced at DES, BY: LA is the responsibility of the erector.Additional permanent brawn of 2'continuous and at 10'hin respectively unless braced throughout they lenggth by P fY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �> 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968422 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 51398 TRANS I D: 4015 29 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 w design loads be applied to any component. �� R necessary. AZO ISTti✓ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. SS70IV/\LF'NG 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA in BCSI,espies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-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 SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 100 2- 7=(-298) 1462 3- 7=(-375) 263 Be: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-1758) 396 7- 8=(-119) 959 7- 4=(-133) 632 WEBS: 2x4 OF STAND 3- 4=(-1543) 408 8- 6=(-290) 1465 4- 8=(-131) 645 LOADING 4- 5=(-1546) 422 B- 5=(-378) 260 TO LATERAL SUPPORT <= 12'00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1760) 409 Be LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 23.0' 0.0' BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 01- 0.0' -217/ 1323V -138/ 151H 5.50' 2.12 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 261- 0.0' -132/ 1091V 0/ OH 5.50' 1.75 OF ( 625) M,M20HS,MIBHS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s acin . VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030' @ -1'- 11.0' Allowed = 0.192' MAX TL CREEP DEFL = -0.039' @ -1'- 11.0' Allowed = 0.256' MAX LL DEFL = -0.059' @ 17'- 2.2' Allowed = 1.254' MAX TL CREEP DEFL = -0.139' @ 17'- 2.2' Allowed = 1.672' MAX HORIZ. LL DEFL = 0.025' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.041' @ 25'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 13-0013-00 I Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-08-14 6-03-02 6-03-02 6-08-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.25 Fe�' M-4x6 Q 6.25 4.0" 4 f f .1' M-1.5x3 M-1.5x3 0 0 m PR OFFss 0 o IN N� 9 / `ro 7 -e -6 C M5x8(S) \ O M-4X4 M- x4 0. -5 =M-4x4 �� 20 E 29� r 8-09-15 8-04-03 B-09-15 1-11 26-00 y� OREGON�� �((� /p q)' 14, 2° Q-�- JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - F3 Scale: 0.2303 MFAR10-� WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES.12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at RRII.j,4 DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of T continuous sheathing such as plywood aired in ere s and/or drywall(BC). Jl 4 Wf\$f� DATE 6/20/2014 the overall structure is the responsibility of the building designer. 3.In Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968423 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, �Q design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. 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 buss,and placed so their center III I II II I I I I I I I III IIII TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 51398 `1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 16.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 0.��+�FCI$'I"rR� ,(r, S%NALE�G II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.8' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 � TC: 2x4 OF p1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-5=(0) 0 BC: 2x4 OF N1&BTR SPACED 24.0' O.C. 2-3=(-210) 195 3-4=(-133) 57 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -29/ 514V -77/ 239H 5.50' 0.82 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 152V 0/ OH 5.50' 0.24 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -249/ 510V 0/ OH 1.50' 0.65 OF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 91- 8.8' -126/ 48V 0/ OH 1.50' 0.08 OF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND. 2: Desian checked for net(-5 sf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011' @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.237' @ 3'- 10.7' Allowed = 0.598' MAX TC PANEL TL DEFL = -0.237' @ 3'- 11.0' Allowed = 0.897' MAX HORIZ. LL DEFL = -0.003' @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.003" @ 7'- 11.2' 12 Design conforms to main windforce-resisting system and components and cladding criteria. 8.00 Wind: 140 mph, h=21.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ,n in the plane of the truss only. 0 0 0 0 r` o� 5 Ep P R OFFS 1 M-3x4 \�� IN I ( h L 1-06 8-00 1-08-12 PROVIDE FULL BEARING'Jts'2 5 3.4 OR EGON�tx �O Y 14, MFRRI�L� JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - F4 Scale: 0.4311 WARNINGS: GENERAL NOTES,unless otherwise noted. EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F4 and Warnings before construction commences. building component.2.2.4 compression web bracing must be installed where shown Applicability of design parameters and proper +, incorporation of component is the responsibility of the building designer. II. 3.Addibonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA s the res onsibili P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,` W.4$y J, DATE: 6120/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respecirve contractor. SE Q. 5968424 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �Q Q design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is rowded. D �� 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center II I I I I I I II I I I I III II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. ,,A 5139tg MiTek USA,Inc/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) r0� !$TER� � �SSfONALE�G IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 DF q1&BTA SPACED 24.0' O.C. 2-3=(-73) 102 TO LATERAL SUPPORT <- 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -150/ 406V -14/ 69H 5.50" 0.65 DF ( 625) 1'- 5.6" -81/ 162V 0/ OH 1.50" 0.26 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 81- 0.0" 0/ 63V 0/ OH 5.50" 0.10 DF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,I418HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Desi a It checked for net(-5 sf) uplift at 24 "oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = .0.011° @ -1'- 6.0° Allowed = 0.150° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015° @ -1'- 6.0° Allowed = 0.200' MAX TO PANEL LL DEFL = 0.003' @ 0'- 10.5° Allowed = 0,078° MAX TO PANEL TL DEFL = -0.004' @ 0'- 11.1' Allowed = 0.118' MAX BC PANEL LL DEFL = 0.019' @ 3'- 6.6" Allowed = 0.354° MAX BC PANEL TL DEFL = -0.097" @ 4'- 8.2° Allowed = 0.472" 1-06-06 MAX HORIZ. LL DEFL = -0.000° @ 1'- 5.6" MAX HORIZ. TL DEFL = 0.000° @ 1'- 5.6" 12 Design conforms to main windforce-resisting 8.00 system and components and cladding criteria. Wind: 140 mph, h=19.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 C 0 - 0 0 N O4 TM4 0 PRO NFssi 1-06 IPROVIDE FULL BEARING•Jts:2 3 4 8-00 2E /� 9Y 14, 2� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - J1 -� Scale: 0.6526 MERRI�� WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES.12/31/2015 1.Bmlder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility 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 A'V+1LI.e DES. BY: LA T o.c.and at I O'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood aired where s and/or drywall(BC). ,1 W/�S`k DATE: 6/20/2014 [he overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. 5968425 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �Q design loads be applied to any component, and are for"dry condition"of use. .� TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. O 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 - II I I I I I VIII I I I I III III TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 13TERti� �rS10NAL r, iii iN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(=70) 67 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0 -70/ 414V -26/ 101H 5.50' 0.66 OF ( 625) 3'- 0.4' -151/ 145V 0/ OH 1.50' 0.23 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 81- 0.0' 0/ 67V 0/ OH 5.50' 0.11 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1..l,M20HS,Ml8HS,Ml6 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net -5 sf) uplift at 24 'oc s acin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 1'- 5.7' Allowed = 0.204" MAX TC PANEL TL DEFL = -0.017' @ 1'- 7.9" Allowed = 0.307' MAX BC PANEL LL DEFL = 0.026' @ 3'- 6.6' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.121' @ 4'- 4.8' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.000' @ 3'- 0.4' MAX HORIZ. TL DEFL = 0.000' @ 3'- 0.4' Design conforms to main windforce-resisting 3-01-02 system and components and cladding criteria. Wind: 140 mph, h=19.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lHeigh f s), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load 8.00 Truss designed for wind loads in the plane of the truss only. 0 r!n � o N a O co O� O� - 4 O M-3x4 1 ��D PN O'4 s�02 E 9< 1-06 L BEAAING•Jts•2 3 4 8-00 OREGON t. �O 9 y 14, MFR RI JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J2 Scale: 0.5276 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords c be roup lty braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of c ntino.cand at 10'hin respectively unless braced throughout heir length). ,�� WAs q�� P ty P g continuous sheathing such as plywood aired where s and/or drywall(BC). DATE• 6/20/2014 the overall structure is he to any some of the building designer. 3.In Impact bodging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation oftruss is the responsibility of the respective contractor. SEQ. : 5 968426 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �C 0 design loads be applied to any component. and are for"dry condition'of use. TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if shipment and installation of components. necessary. fabrication,handling0 ,shi P P 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 feces of truss,and placed so their center III II III III VIII II I I I I I I I III TPIAVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. ,,t, 5 1 398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 'r0� �SS�ONAL EAG IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 0.0' IBC 2012 MAX MEMBER FORCES 4148/GDF/Cq=1.00 TC: 2x4 OF til&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(D) 0 BC: 2x4 OF N1&BTR SPACED 24.0O.C. 2-3=(-95) 81 TC LATERAL SUPPORT <- 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -59/ 456V -38/ 133H 5.50' 0.73 OF ( 625) 4'- 7.1' -149/ 164V 0/ OH 1.50' 0.26 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 81- 0.0' 0/ 74V 0/ OH 5.50' 0.12 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CODesign checked for net -5 osf) uplift at 24 'oc s acin . REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.011° @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -O.D15' @ -1'- 6,0' Allowed = 0,200° MAX LL DEFL = 0.000' @ 01- 0.0' Allowed = 0.144' MAX BC PANEL LL DEFL = -0.025' @ 3'- 6.6' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.158' @ 4'- 1.4' Allowed = 0.472' MAX BC PANEL TL DEFL = -0,092' @ 4'- 8.2' Allowed = 0.472' MAX HORIZ. LL DEFL = -0.000' @ 4'- 7.1' 4-07-14 MAX HORIZ. TL DEFL = 0.000' @ 4'- 7.1' Design conforms to main windforce-resisting 12 system and components and cladding criteria, 8.00 Wind: 140 mph, h=20.lft, TCDL=4.2,BCD1_=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. Lo C? o co to 0 r` o� CI - o - 0 4 M-3x4 1 D O IN 2 1-06 1PROVB-00 yL ,�OREGON,, �lv� �O �Y 14, JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - J3MFRRI��-� Scale: 0.5276 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. _`q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l'f�RR�L e DES. BY LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41� f WAS DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q .� SEQ. : 5 968427 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �Q O design loads be applied to any component, and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 S.CompuTms has no control over and assumes no responsibility for the � necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is Provided. 0 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 III I II II II I I I I I I I I III III TPI/WTCA in BCS],copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. +� 51398 Qr MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19811(MiTek) � �E•GIS'1't;R� ,(a, SSIDNALE�GI? IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2.4=(D) 0 BC: 2x4 OF q1&BTA SPACED 24.0" O.C. 2-3=(-125) 99 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -59/ 502V -50/ 165H 5.50' 0.80 OF ( 625) 6'- 1.9' -134/ 188V 0/ OH 1.50' 0.30 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0' 0/ 85V 0/ OH 5.50' 0.14 OF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Desi n checked for net(-5 osf) uplift at 24 'oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.011' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NDN-CONCURRENTLY. MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = O.D66' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.088" MAX TC PANEL LL DEFL = 0.138' @ 3'- 3.6' Allowed = 0.455' MAX BC PANEL TL DEFL = -0.184' @ 4'- 1.4' Allowed = 0.472' 6-02-10 MAX HORIZ. LL DEFL = -0.001' @ 6'- 1.9' MAX HORIZ. TL DEFL = -0.001' @ 6'- 1.9' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 ui ,n o a 0 r` o � 4 0 M-3x4 ��0 PN o.4 o E 1-06 IPROVIDE FULL BEARING•Jts: 3 4 B-00 OREGON N� �lV� �O qty 14, 213 P+ JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J4 Scale: 0.4901 MFRR10- wi � WARNINGS: GENERAL NOTES,unless otherwise noted. EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. R.RJL 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at to'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AIQ 4 WASjt the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ DATE: 6/20/2014 Q 4 �Yc F 4.No load should be applied to any component unfit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q SEQ. : 5 968428 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �C 0 design loads be applied to any component. and are for"dry condition"of use. •j, TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 fabrication,handling,shipment and installation of components. 7,necessary.Design assumes adequate drainage is provided. 0�I 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 III III II III III I I I I II II II TPIANiCA in BcSl,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 'r0.1 ��G, SSf�NALE�G IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF q1&BTA LOAD DURATION INCREASE - 1.15 1-2=( 0) 94 2.4=(0) 0 BC: 2x4 OF i/1&BTR SPACED 24.0" O.C. 2-3=(-156) 121 TC LATERAL SUPPORT <- 12'OC. LON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.01 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -60/ 545V -62/ 197H 5.50' 0.87 DF ( 625) 7'- 8.6' -115/ 215V 0/ OH 1.50' 0.34 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0° 0/ 150V 0/ OH 5.50' 0.24 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE COND. 2: Design checked for net(-5 sf) uplift at 24 "oc s acin LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011 @ -1'- 6.0" Allowed = 0.150" 7-09-06 MAX TL CREEP DEFL = -0.015" @ -1'- 6.0° Allowed = 0.200" MAX TC PANEL LL DEFL = 0.340" @ 4'- 7.7' Allowed = 0.581" MAX TC PANEL TL DEFL = -0.393' @ 4'- 4.7' Allowed = 0.871' MAX HORIZ. LL DEFL = -0.002' @ 7'- 8.6' MAX HORIZ. TL DEFL = -0.002° @ 7'- 8.6' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to n o 0 to0 to r` o�o - 0 4 M-3x4 9,-0 PRO IN Act2 E o29< 1-06 IPROVIDE FULL BEAAING•Jts:2 4 3 8-00 OREGON !vim �O qy 14, 213, JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - J5 � Scale: 0.4871 MERR10- WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES.12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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 V"EMLL DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of '0 DATE: 6/20/2014 responsibility g g 2.Impact bridging such as bracing in ere s and/or drywall(BC). Jl WAS the overall structure is the res onsibili of the building designer. 3.2x Impact act sheathing in or lateral bracin required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968429 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �Q design loads be applied to any component. and are for"dry condition"of use. .� TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. O 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(aces of truss,and placed so their center II I I III I III II I I I I I II TPIlVJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 51398 ty MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �FGISTER� �SSfONAL1G VIII III This design prepared from computer input by 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.1' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF q1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 94 2.5=(D) 0 BC: 2x4 OF q1&BTA SPACED 24.0' O.C. 2-3=(-19B) 185 3-4=(-159) 88 TC LATERAL SUPPORT <= 12'OC. LON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN• (SPECIES) 01- 0.0' -29/ 513V -74/ 231H 5,50' 0.82 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 152V 0/ OH 5.50' 0.24 DF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2' -268/ 561V 0/ OH 1.50' 0.72 DF ( 625) M,h120HS,1.118HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 4.1' -200/ 82V 0/ OH 1.50' 0.13 OF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2• Design checked for net(-5 psf) uplift at 24 "oc spacin0. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011' @ -11- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.015' @ -1'- 6.0' Allowed = 0.200' MAX TC PANEL LL DEFL = 0.216' @ 3'- 7.2' Allowed = 0.598' MAX TC PANEL TL DEFL = -0.230' @ 31- 11.0' Allowed = 0.897' MAX HORIZ. LL DEFL = -0.003' @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.003' @ 7'- 11.2- 12 8.00� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads co o in the plane of the truss only. r` in o <n 0 C, o - 5 M 3x4 t�Q+ED NO IIFFs�/o'L E 9r 1-06 B-00 1-04-02 PROVIDE FULL BEAflING•Jts:2 5 3 4 OR EGONX44 �O qy 14, 20 Q�- JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J6 Scale: 0.4505 MERRI��� WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES: 12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. RRIi. 3.Additional temporary bracing to insure stability during construction 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 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)TC and/or d Pvw e( s ywaucec>. Jti OF WAShGY DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.In Impact bodging or lateral bracing required of the where shown++ Q C 4.No load should be applied to any component until after all bracing and 4.Installation o(tmss is the responsibility of the respective contractor. SEQ. : 5968430 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, �C 0 design loads be applied to any component. and are for*dry condition'of use. TRANS I D: 401529 S. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage isprovided. O -� 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 II I I I I I I III II VIII II III TPIANTCA in SCSI,copies of which will be furnished upon request. hies coincide vlofp center lines. 51398 9. Digits indicate size palate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ��.��FCISTER� ssIONAL EAG IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.4' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 100 2-4=(0) 0 BC: 2x4 OF #1&BTA SPACED 24.0' O.C. 2-3=(-74) 25 TO LATERAL SUPPORT <= TOC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 23.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -160/ 543V -12/ 79H 5.50' 0.87 DF ( 625) 1'- 9.2' -121/ 61V 0/ OH 5.50' 0.10 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 6.4' -26/ 57V 0/ OH 1.50' 0.09 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.030' @ -1'- 11.0' Allowed = 0.192' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039° @ -1'- 11.0° Allowed = 0.256' 12 MAX TO PANEL LL DEFL = 0.005' @ 1'- 2.6' Allowed = 0.144' 6.25 MAX TO PANEL TL DEFL = 0.005' @ 1'- 2.6' Allowed = 0.217' � MAX HORIZ. LL DEFL = -0.000' @ 2'- 5.7' MAX HORIZ. TL DEFL = -0.000' @ 2'- 5.7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 m 0 N O O N � O 0 2 4 M-3x4 FIR OFFS IN S/ 1-11 2-00 0-06-07 PROVIDE FULL BEARING-Jts:2 4 3 2 E v� ORE GONNt. �O �Y 14, 2C�Q'� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - SJ1MERR10- Scale: 0.7525 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES.12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility 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 �Fillj,e 2'o.c.and at 1o'o.c.respectively unless braced throughout their length by DES. BY: LA s the responsibility of he erector.Additional permanent bracing of Q DATE: 6/20/2014 continuous sheathing such as plywood meed where s and/or d ywall(BC). O�1 SOF WA$k the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �C 4.No load should be applied to any component unbl after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968431 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �(' 0 design loads be applied to any component. and are for'dry condition"of use. TRANSI D: 401529 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handlin J g,shipment and installation of components. 7,Design assumes adequate drainage is Provided. �l -"----y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center II I I I I(III I I III II I III TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 51398 ty MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) (" 0.� FctsTeR� -♦e, �SS�ONALti�G III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.2' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 , TO: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( D) 100 2-4=(0) 0 BC: 2x4 OF g18BTR SPACED 24.0' O.C. 2-3=(-96) 51 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRIG REQUIRED ERG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 23.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -145/ 553V -23/ 120H 5.50' 0.89 OF ( 625) 1'- 9.2' -75/ 106V 0/ OH 5.50' 0.17 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 1.2" -57/ 122V 0/ OH 1.50' 0.20 OF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 sf) uplift at 24 'oc s acin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.030' @ -1'- 11.0' Allowed = 0.192' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039' @ -1'- 11.0' Allowed = 0.256' MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.053' MAX BC PANEL TL DEFL = -0.003' @ 1'- 0.1' Allowed = 0.071' 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 0.4' 6.25 Fe_-' 3 MAX HORIZ. TL DEFL = -0.000' @ 5'- 0.4' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 0 M ' M M O O _ _ 7 O 27 4 M-3X4 1 0 I PRO 1-11 2-00 3-01-03 4C. E O r PROVIDE FULL BEARING'Jts:2 4 3 OREGONNN �lv� �O 9 y 14, 2� P1_ JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - SJ2Scale: 0.6366 MFRR10- WARNINGS: GENERAL NOTES,unless otherwise noted. EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atLL permanent g o 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibilityof the erector.Additional t bra cin t O continuous sheathing such as plywood aired in ere s and/or drywall(BC). ,1 F w.4$jf DATE 6/20/2014 the overall structure is he to any responsibility of the building designer. 3.In Impact bridging or lateral bracing required where shown t+ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .� SEQ. : 5968432 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component, and are for"dry condition"of use. TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary fabrication,handling,shipment and installation of components. 7.Design as"mes adequate drainage is provided. O 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 IIII III I I I I III I I I I II TPIANTCA in BCSI,copies of which volt be furnished upon request. lines comeula with joint center lines. � 9Digits indicate size of plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10..For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Q+(.��FCISTER� .(V SSIONALti�G IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 7.9' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF f11&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 100 2-4=(0) 0 BC: 2x4 OF fit&BTA SPACED 24.0' O.C. 2.3=(-138) 75 TC LATERAL SUPPORT <= 12'OC. LION. LOADING BC LATERAL SUPPORT <= 12'OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) OVERHANGS: 23.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -98/ 502V -35/ 161H 5.50' 0.80 OF ( 625) 1'- 9.2' -99/ 266V 0/ OH 5.50' 0.43 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 7.9' -87/ 185V 0/ OH 1.50' 0.30 OF ( 625) C,CU,CI8,CN18 (or no prefix) = CompuTrus, Inc 11,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL CONO. 2: Desi n checked for net(-5 sf) uplift at 24 'oc s acin . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.030° @ -1'- 11.0' Allowed = 0.192' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.039' @ -1'- 11.0' Allowed = 0.256' MAX BC PANEL LL DEFL = 0.006' @ 11- 0.1' Allowed = 0.053' MAX BC PANEL TL DEFL = -0.008' @ 1'- 0.1' Allowed = 0.071' MAX HORIZ. LL DEFL = -0.001' @ 7'- 7.1' MAX HORIZ. TL DEFL = -0.001' @ 7'- 7.1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.25�7' Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 Ni4 1 a "IM I Y JS.OIfl' V CJ O NOV 19 2015 CUT OF111GARD o _ ]BUILDING DIVISION M-3x4 IN .0 PRO E 1-11 2-00 5-07-14 PROVIDE FULL BEARING'Jts:2 4 3 9G OREGON�� �lV� �O J114, 2C3 JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - SJ3 Scale: 0.5230 MFRRIk_L WARNINGS: GENERAL NOTES,unless otherw ite noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. _.p 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1`ts'" II-L e DES. BY LA 2'o.c.and at 1o'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �l� f WAS ' DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5968433 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to he used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is Provided. 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 II I I I I I VIII I I III II III TP11WTCA in BCSI,copies of which wall be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. +� 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ��SS�ONAL�C�G�