Loading...
Plans (8) ,42 cr df5 ( J.1,?S- 1v/G> sw C. ?N 40'-0' f. T ER1 a, v N J1 lik , J1 Al J2 J3 :1 2 M 11121111111 1.111M J4 . A I Il._IJ' 'L 1 '8.25:12 J4 . .1.1 -� J3 1 4 (6) IIO — — � J2 IIS III III J1 I lir I I i US c6 ch 8:12 ' •12 — 8:12 C38ft iihk ■ 111111 K_ ti K 1111111 II RI In I U 1 ,f 1 �� QPM dr Nr 111111111111111111211-0' I- 191-551/2' 1- 131-6' I &111/2' I BUILDER: ©Copyright CompuTrus Inc.2006 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 06/10/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL at n 2892-E MARQUAM ENGLISH DRAWINGSGEENGINER FURTHER INFORMATION BUILDING umber DES ONSIBLE F(NEER OF RECORDla PLAN' DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS 2892 / E MARQUA�IIb TO TRUSS CONNECTIONS BUILDING . JsH-A DESIGNER/ENGINEER OF RECORD TO DELIVERY LOCATION: REVIEW AND APPROVE OF ALL & TRUSS R U.S S C O.M PA NY SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. V 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. 4 40'-0' . r g g 5 aI A J1 J2 _ l III', J2 am J3 -, --- J3 lik �' 6.a:12 J4 MW 2 J4 / / / / J5 J6 a? 1113 1a (2) le _ k _ _ J5 - ICV .. W �, ,T J4 - --- 6.2: :12 -- J3 F4 (6 J2 MIJ1 rill woo 4 t? 6 12 8:12 8:12 a (6 8:12 ctq CH2 B3 (. -■ r h4. NcsJ1 _-rr. ter.ATKai 111111 D391.= t a5 L c5 5 3® D1 A2 (4) 21'-0' Al,� I GARAGE LEFT I _ 19'-6112' EN 5'-11112' I 13'-6' .� ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFERTO LENNAR 06/10/14TRUSS ALCULA LIONS AND PROJECT TITLE: REVISION 1: DRAWINGS GINEERFOR OF FURTHER _ Unilber INFORMATION.BUILDING 2892-E MARQUAM ENGLISH DESIGNER/ENGINEER OF RECORD � RESPONSIBLE FOR ALL NON TRUSS PLAN: DRAWN BY LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING _ COMPANY DESIGNER/ENGINEER OF RECORD TO T R . ■C 2892 / E MARQUA kr H-A REVIEW AND APPROVE R ALL U ?, DESIGNS PRIOR TO CONSTRUCTION. DELIVERY LOCATION. (SCALE: REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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). It" )110, 414 0 tkl ,� s rr 0"OON y 24233 �4 �' D Gt ,26.4i, to/11/I ION" • EXPIRES 613011 1111 IIIIII This desigMBEn preparedR-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TC: 2x4 OF #I&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF q1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, TOTAL LOAD = 42.0 PSF Connector plate prefix designators: Truss designed for wind loads M,M2UHS,MIUHS (or no prefix)T = CompuTrus, Inc in the plane of the truss only. M,M20HS,M18HS,M16 MiTek= MT series LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals, REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 T T 12 12 I I M-4x4 6.00 a 8.00 V 3 0 0 to cpo o� . o 0 PR M-3x4 M-3x4 �tC,Q+ED OF�c cc 'cirl,;(.132, iE t' y y y 1 06 y 13-06 1-06 f,_ I/ OREGON lv� MERRF\0 JOB NAME: . LENNAR 2892-E MARQUAM ENGLISH - Al 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: A1 and Warnings before construction commences. building component.Applicability of design parameters and proper. `�,RRjLz 8 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1Vy'" 3.Additional temporary bracing to insure stability dude construction 2.Design assumes the top and bottom chords to be laterally braced at p ry 9 b 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� G WASce DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 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++ 4Q �� � —44/:,.., ..7„:6 �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ``rrii SEQ. : 5968392 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, c, � 1t.. `t design loads be applied to any component, and are assumeor"dry condition'g use. 6 Design assumes full bearing at all supports shown.Shim or wedge if • TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the necessary. ~00�� 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 , r p.�+ 4 II II I II IIII VIII VIII I I I II I II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • 51398 C� 9.lines 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) �O.ftt... ''cOM ERti9 SSIONAL ' 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" TC: 2x4 DF #1&BTA LOAD DURATION INCREASE = 1.15 IBC 1-202= MAX) MEMBER FORCES 82R/6-3=(0) 312 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=( 1) 1166 6-4=(-20) 382 6-3=(0) 312 WEBS: 2x4 OF STAND 2-3=(-591) 6-4=(-20) 382 3-4=(-591) 116 LOADING 4-5=( 0) 94 IC LATERAL SUPPORT <= 12"OC, UON, LL( 25,0)+DL( 7.0) ON TDP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0' 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -129/ 738V -117/ 117H 5.50' 1.18 DF ( 625) Connector plate prefix designators: 13'- 6.0" -129/ 738V Of OH 5,50" 1.18 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IBC 2012 NOT BEING MET, ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing,] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.011" @ -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" fi 09 6-09 MAX HORIZ. LL DEFL = 0.003" @ 13'- 0.5' MAX HORIZ. TL DEFL = 0.006" @ 13'- 0.5" l' T 12 12 Design conforms to main windforce-resisting 8.001/ M-4X4 Q 8.00 system and components and cladding criteria. 3 0 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), RN load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 Lo r` o 0 v 0 6 o PN()Fp,F�1 M-3x4 M-1.5x3 M-3x4 .<1:- ts, lir 2t �iy1, y > c ' 2Er 6-09 6-0941110 J'. y 1-06 13-06 y 1-06 ` II -110 4 OREGON �d yG /O '9 y 14, 22� P- JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - A2 MRRiI..\-el Scale: 0.3685 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 2.204 compression web bracing must be installed where shown u, 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[o be laterally braced a[ _iA.RRII,L�'Q L DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'on respectively unless braced throughout their length by lVO1�WAsj�l, 7�, DATE: 6/20/2014 responsibilitybuilding designer. sheathing such as plywoodrequired sheathing(TC)and/or drywall BC. W the overall structure is the res nsibili of the 3,2x Impact bridging or lateral bracing where shown++ SEQ/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. SC' tt\ . : 5968393 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 TMglif J, C� design loads be applied to any component. and are for"dry condition"of use. I F... P'0,, 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 't fabrication,handling,shipment and installation of components. necessary. •,t)� 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. 0 4 t_ III 111 11 II 1101 111 II VIII I I I I II I I III a 6 Plates shall be located on both faces of truss,and placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. j. � �. 9-Digits indicate size of plate in inches. 4k.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) ,� 51398 to f ' ONALk\AG a IIIIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2-11=(-173) 657 3-12=(-189) 170 BC: 2x4 DF #1&BTR SPACED 24.0" 0.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=( 0) 0 13- 9=(-193) 725 13- 7=( 0) 189 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-624) 254 13- 8=(-154) 157 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 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 BAG AREA OVERHANGS: 18.0' 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 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. 6'- 5.0" 0/ 253V 0/ OH 77.00" 0.41 DF ( 625) vertical members (uon). 19'- 5.5" -165/ 923V 0/ OH 5.50" 1.48 DF ( 625) Unbalanced live loads have been considered for this design. [GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.011" @ -i'- 6.0" Allowed = 0.150" C,M2OHS8181S (or = MiTek = CompuTrus,iInc MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" M,M20HS,M18HS,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 7-08-12 MAX HOAIZ. LL DEFL = 0.010" @ 19'- 0.0" fMAX HORIZ. TL DEFL = 0.015' @ 19'- 0.0" 4-00-13 3-05-11 0-02-04 4-00 0-05-10 3-02-05 4-00-13 f T ff f f f T Design conforms to main windforce-resisting 1212 system and components and cladding criteria. B.00 M-6x8 5 6 M-4x6 8.00 Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, s- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, O Sp 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. • (o 0 CO 1` r- o , o -= mo �Q,ED PROFFS s 00 11 M 4x6 M-3x8 M-3x4 Q o ‹ CIN� /o 17 M-3x4 y y y y y 5-10-01 1-04-15 4-09-10 7-04-14 - I/' y )' y 1 06 y 19-05-08 1-06 120 9L/O�OR EGO ,}�� of R 11.\-R) JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - B1 Scale: 0.2750 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPI RES: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: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is Me responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. RR1LL 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �A� <Q 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 �'y'�O4 WAS,f{s, '7� DES. BY: LA p ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �W DATE• 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Y� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , `s, }1,, .r), it SEQ. : 5968394 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �e T', 0 design loads be applied to any component. nd are for'dry condition,.of use. TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.n0 ecessa spumes full bearing at all supports shown.Shim or wedge if � ,�r f fabrication,handing,shipment and installation of components. ry r g,phi 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 faces of truss,and placed so their center lir t6 r II II I II III I 111111111111111111111111 III VIII I I II I III III TPIIVtlrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.` ik 5139H t 9.Digits indicate size of plate in inches. 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) qk �FGIS'PER� 4ZrSIONALO IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 4WA/GDF/Cq=1.00 ' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1 2=( 0) 94 2 11=) 179) 811 3-11=(-187) 172 BC: 2x4 DF #1&BTR SPACED 24O.C. .0' 2- 3=(-1069) 330 11-12=( -61) 679 11- 4=( -69) 252 WEBS: 2x4 DF STAND 3- 4=( -867) 319 12- 9=(-202) 802 12- 7=( -69) 252 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=( -660) 290 12- 8=(-187) 172 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 6- 8=( 0) 9 7- 8=( -867) 319 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) B- 9=(-1070) 330 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=( 0) 94 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Unbalanced live loads have been D'- 0.0" -160/ 988V -139/ 139H 5.50° 1.58 DF ( 625) considered for this design. 19'- 5.5" -160/ 988V 0/ DH 5.50" 1.58 DF ( 625) Connector plate prefix designators: CONI. 2: Design checked for net(-5 psf) uplift at 24 'Dc spacing. C,CN,C18,CN18 (or( no prefix) = CompuTrus, Inc M,M20HS,M18HS, or = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 M16MAX 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'-'r 'r-'1 MAX TL CREEP DEFL = -0.015" @ 20'- 11.5" Allowed = 0.200" 8-08-12 2-00 8-08-12 f MAX HORIZ. LL DEFL = 0.011" @ 19'- 0.0" 4-06-13 3-08-05 2-00 3-08-07 4-06-12 MAX HORIZ. TL DEFL = 0.018" @ 19'- 0.0" 12 T T Design conforms to main windforce-resisting 8.00 M-4x6 5 6 M-4x6 12 system and components and cladding criteria. 2 v 8.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 41 Q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), OAC load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 v 0 • N N O O t� 0 2-04-03 o =_ /V 0 Q,ED P R OFF 1 M-3x4 11 12 a'. o �`�<� IN /� (.9 M-4x6 M-4x6 M-3x4 0 2 J, y y at ,C-2.1 E 9r 8-03-02 2-11-03 8-03-02 y Aller: y 1-06 y 19-05-08 y y ,-.04.01.! I- �,,' �� 1-06 -7, ,_OREGON , ,O -4y 14, 2-� P- JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - B2 M �RR-\-� Scale: 0.2750 WARNINGS: GENERAL NOTES,unless otherwise 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: B2 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. 1. Additional temporary bracing to insure stability during construction DES. BY LA 2.Design assumes the top and bottom chords to be laterally braced at ip. L 3. 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 l�" DATE: 6/20/2014 the overall structure is the responsibility continuousxIpatsheathing or suer al bracing esheathing(TC)trere and/or drywall(BC). ��Q WASg �� p ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .S F j�� 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' vY SEQ. : 5968395 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 - 3 GT .fi TRANSI D: 401529 design loads be applied to any component. and are for"dry condition"of use. ✓P 0 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 . 40Y^- `�. fabrication,handling,shipment and installation of components. necessary. ?fit' .This design is furnished subject to the limitations set forth by7.Plat assumes adequate drainage is provided. digt,"'. ' . 6 11111111111111111111111111111111 III 8.Plates shall be located on both faces of truss,and placed so their center r TPI/WTCA in SCSI,copies of which will be famished upon request. lines coincide with join[center lines. _ L ��' 9.Digits indicate size of plate in inches. ( ) 4. 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 (:?,.. FCISTER� 4' S �G S'IONALS IIIIIIIIIIIIII 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 TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2- 8=(-147) 798 3- 8=(-265) 237 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1063) 259 8- 6=(-164) 798 8- 4=(-101) 538 3- 4=( -801) 220 8- 5=(-265) 237 WEBS: 2x4 DF STAND LOADING 4- 5=) -801) 220 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1063) 259 TO LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 94 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -163/ 988V -162/ 162H 5.50" 1.58 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. 19'- 5.5" -163/ 988V 0/ OH 5.50" 1.58 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.I 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" MAX TL CREEP DEFL = -0.015" @ 20'- 11.5" Allowed = 0.200" 9-08-12 9-08-12 T 'f T 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 12 HM-4x4system and components and cladding criteria. 8.00 8.00 Wind: 140 mph, h=21.Bft, TOOL=4.2,BCDL=6.0, ASCE 7-10, 4 � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, II load designed for wind loads in the plane of the truss only. M-1.5x3 1111000, M-1.5x3 0 0 g- �_vo PR OFFS o • .84 loo � riNf 6> 1 M 3x4 M-3 x8 M-3x4 �<4' o 9r" * 9-08-12 9-08 12 ,_- , I�� y y OREGON !t y 1-06 y 19-05-08 1-06 94, 4_.OREGON 0\ 2..4.!' ,t 0 14, 2 .-J-- ft. + MFR R 11x-6 JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - 63 Scale: 0.2750 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: B 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. l 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �i/{Sj'r,�" DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q4 �QF -� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CTS 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. AvQ' �• ri 10 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, ,� and are for'dry condition"of use. design loads be applied to any component. 6 Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the r� p necessary. >. fabs swig,handling,shipment and installation elimitations of components.yts. 7,Designlaesassumes adequate drainage is provided. 6.This design is furnished subject[o the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i, �/ � { TPI/INTCA in BCSI,copies of which will be furnished upon request. 9 IDigifscoincide di ate sizejoi nt late center in ilines. . ' ;11 51398�,c, '�1� III II II it ILII 1111111111111 III VIII I I I 111111 I I I II III 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� �-tsismsk-G' �sslONAL P 1E 1111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-05-06 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 #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) ( -50) 116 BC: 2x6 DF SS ' 1- 2=( 0) 94 2- 8=( -944) 4924 B- 3= WEBS: 2x4 DF STAND 2- 3=(-6172) 1294 8- 9=( -946) 4926 3- 9=( -212) 276 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 <= 12"OC. 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 <= 12"00. 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' Connector plate prefix designators: **ADDL: BC CONC LL+DL= 2824.0 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0" -872/ 4023V -162/ 162H 5.50" 6.44 DF ( 625) 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 1OPSF LIVE LOAD. TOP Join together 2 ply with 16d Common nails staggered a IND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "so snacino.l 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.003" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.004" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.055" @ 11'- 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 T I 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" 12 12 Design conforms to main windforce-resisting 8.00 M-6X8 system and components and cladding criteria. Q 8.00 46Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1s1 load duration factor=1.6, �� Truss designed efor wind loads intheplanneofthetrussonly. M-3x6 M-3x6 0 o �o r-1.- 7111.7 -5x10 Ali ,_ M-5X10 p_ o � e: i m ® �10 11 ���p.ED PR pFFs/ c, 1 M-1.5x3 M-4x10 M-4x8 M-3x6 0 ���\ �G I N ,f,`4 s0 2 y y 12824#** 2•6E 4,0 9< yy y y 4-03-15 3-08-01 3-05-08 3-08-01 4-03-15 d,�%.- 1-06 19-05-08 1-06 yG , OREGON o, w ,.O �fr 14, 2° v.7 JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - B-GIRD Scale: 0.2750 MFRRILLQ' 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-GIRD 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. RRiLL 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;y 44 Of WA$4'4r DATE: 6/20/2014 responsibility 9 g continuous sheathing such as plywood sheathing(TC)and/or drywall BC. 17L Me overall structure is the res onsibili 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. Q' Q tts git ,S E 0 Q T� 11, Go design loads be applied to any component, and are for"dry condition"of use. �. ,r�„ TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge if N `?, fabrication,handling,shipment and installation of components, necessary. 40'= ' 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. .' '"7 111111111111111111 B.Plates shall be located on both faces of truss,and placed so their center This design ini BCSI,copies of which will be furnished upon request. hoes coincide with joint center lines. ,,/�, �. e r 9.Digits indicate size of plate in inches. T .� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) 4. 51398 ,Car, 9,+t` 4'CISTew �SSI0NALE�� IIIIIIIIIIII 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 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 94 2- 9=(-566) 2327 3- 9=(-134) 212 BC: 2x6 DF SS 2- 3=(-2956) 764 9-10=(-667) 2507 9- 4=( -16) 666 WEBS: 2x4 DF 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 TC 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 <= 12"OC. 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( 14.01= 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 TC CONC LL( 466.7)+DL( 130.71= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA IC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 13'- 0.0" LOOCATIONS" •45 REREACTIONS NS -110/EACTIONS SIZE" SQ.IN. DSPECIES) 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 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Connector plate prefix designators: �QDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) C,CN,C18,CN18 (or = prefix) = riesuTrus, Inc BOTTOM CHORD CHECKED FOR 10PAC LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL TEFL = -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. ff T f 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.B, MWFRS(Dir), T T 4597.30# T 4597.30# T T load duration factor=l.6, 12M-5x6 M-5x6 Q 8 00 inuthess dplaneeoffd thetruss wind loads 8.00 e M-3x4 0 99 Q� M-1.5x3 ,M-1.5x3 0 o �� EpPROFSS � 0.25" M-3x8 M-3x8 0 �� ,00f 0 129 M-3x8Cc • 1S E M-7x8(S) 7-07-10 5-08-12 7-07-10i/411101" I/` J, y 21-00 y -92.- 41 OREGON\c4 AZ4 1-06 /O " 14, 2°�# MSR R 11,\- JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CH1 Scale: 0.2744 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 1and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at l��incorporation of component is the responsibility of the building designer. _�G, I,T,j,8 3.Additional temporary bracing to insure stability during construction DES. BY• LA of2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,1� O�WASAl. � is the responsibility the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -`VV DATE: 6/20/2014the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `S‘' Criik, T (�� /� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'Q SEQ. : 5968398 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, (Z`I i , ° design loads be applied[o 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 ate sary.umes full bearing at all supports shown.Shim or wedge it � � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. TTyy Y,.• 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 � 1 I III II III TPIMITCA in BCS(,copies of which will be furnished upon request. 9. nes. (ines Digits coincide sizithe of plate in inches. • '� 51398 Q14' ~ IIIIIIIIIIII(III II II I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) � �AG,. 11119 9 �`ss'ONALE�O IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 94 2-11=(-309) 928 3-11=(-161) 142 BC: 2x6 DF SS SPACED 24.0" O.C. 2- 3=(-1211) 450 11-12=(-248) 854 11- 4=( -98) 331 WEBS: 2x4 DF 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- Sc) -795) 388 8.12=(-120) 332 BC 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 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-1025) 424 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-1214) 455 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0° LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -190/ 1064V -110/ 119H 5.50" 1.70 DF (SPECIES625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 21'- 0.0" -130/ 881V 0/ OH 5.50" 1.41 DF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Desitin checked for net(-5 psf) uplift at 24 "tic spacinq.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0-�(iE 6605 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" f0 MAX TL CREEP DEFL = -0.015' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.025" @ 10'- 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" 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 HOAIZ. TL DEFL = 0.014" @ 20'- 6.5" Design conforms to main windforce-resisting 8-00 8-00 system and components and cladding criteria. 12 5 7 NN 12Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 Iv"- )All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 800 load duration factor M-4x6 M-4X6 Truss designed for wind loads. M-3x4 in the plane of the truss only. �O 6 4 o M 1.5x3 M-1.5x3 o 111111 IIIIIIIIIIIIIIIII III�� o o ME .,7.,.•1 .1.1011 : , �Q,ED PROFFs M-3x4 II 12 0.25" M-3x8 X10 0 I' rNE R �'/�2 M-7x8(S) M-3x4 ��C� 0 y y ' .1E yr y 7-07-10 5-08-12 7-07-10 1 y �'�- 1-06 21-00 y �G 4 OREGON tx to i0 9 y 14, 20 ..�'t JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CH2 MRRIL.N-e'P Scale: 0.2602 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: CH2 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. A`R]uLL 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 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 DATE: 6/20/2014 responsibility 2x Impact ridging orsheathing such l as acingoe required where sown drywall(BC). ti�. 0 WAS/141-1>� the overall structure is the res onsibili of the building designer. 3.2x Impact bridging or lateral bracing shown++ J F 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' SEQ. : 5968399 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 f G'j. TRANS I D: 401529 design loads be applied to any component and are for"dry condition"of use. �� 0 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 r' `2; fabrication,handling,shipment and installation of components. necessary. CCC"' / 7.Design assumes adequate drainage is provided. + qipp7%.1-IIIII IIIIVIIIVIIIII IIII IIIIII III6.This design is furnished subject[o the limitations set fo th by 6.Plates shall be located on both faces of truss,end placed so their centerTPIANfCA in BCSI,copies o(which will be furnished upon request. lines coincide with Joint center lines. j�_ ,,, 9.Digits indicate size of plate in inches. / v� A 5139':S9 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '1- �+{, AGISTER'.0' SSIONALS IIIIIIIIIIIIII This FICdesiLUgnMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 21'- 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- 7=(-176) 933 3- 7=(-274) 239 SPACED 24.0" 0.C. 2- 3=(-1195) 274 7- 8=( -74) 606 7- 4=(-140) 485 BC: 2x4 DF S1ANDA 3- 4=(-1052) 336 8- 6=(-168) 905 4- 8=(-139) 497 WEBS: 2x4 DF STAND LOADING 4- 5=(-1054) 355 8- 5=(-281) 238 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1197) 294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -138/ 1064V -149/ 158H 5.50" 1.70 DF ( 625) C,CN,C18,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 DF ( 625) M,M2OHS,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. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL,--L/180 MAX LL DEFL = -0.011" @ -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" T T T Design conforms to main windforce-resisting 5-05-07 T 5-00-09 f 5-00-09 f 5-05-07 f system and components and cladding criteria. T 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8.D0 M 4X6 Q 8.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 4F--,(0.411444in the plane of the truss only. M-1.5x3 M-1.5x3 0 v 0 18 Ali' 4 m ,,,..p PR OFF m o IN / M 3x4 ee0.25" M 3x4 M-3x4 •6 ���\ a 2�� E 02-7 M 5x6(S) / 7-01-10 6-08-12 7-01-10 /rte-- 4��- y y 1, 174,.... OREGON 1), ki 1-06 21-00 �'9y 2 0\ O 14 P4 , MRRI�\-� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - C3 Scale: 0.2619 r� WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 �j 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 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. _aA.R�1„L, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,Cs "-` 2'continuous and at 10'o.c.respectively unless braced throughout their length by Sy" �f WASJ.,r , �, DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 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++ �Q'' ��'w r I6 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. fv ^.. SEQ. : 5968400 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. ,, , 6 Design assumes full bearing at all supports shown.Shim or wedge if •1.409¢,r TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the necessary. /�4+= ' 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 -'. 4 ,e`.!/. a III II II II VIII VIII VIII III III I III III TPI/WrCA in BCSI,copies of which will be furnished upon request. 9 fines coincide size loint of plate mri lines. 51398,0 ,(rw� 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 "GISTSRl~l' `SsIONAL#' IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 a TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTA SPACED 24.0" O.C. 1-2=( 0) 94 2-4=(0) 0 2-3=(-64) 72 TO LATERAL SUPPORT <= 12°0C. 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 0'- 0.0" -96/ 398V -16/ 73H 5.50" 0.64 DF ( 625) Connector plate prefix designators: 1'- 10.9" -110/ 141V 0/ OH 1.50" 0.23 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011' @ -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 = 0.005" @ 1'- 0.8" Allowed = 0.114" MAX TC PANEL TL DEFL = -0.006" @ 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 12 system and components and cladding criteria. 8.00V 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. .d- c:, co 0 N V O / >-C4 M-3x4 1 9,0 PR \ '<<- Nl 1 ,.,,o y y y , 2� 291-06 PROVIDE FULL BEARING,Jts:2,3,41 8-00 � 21E r `- y` , OREGON ,, !L� • /O '9 k 14, 20\ - JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CJ1 MFRRILA-�P Scale: 0.6026 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 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. _`G.RR'LL DES. BY: LA 3.Additional temporary bracing to insure stability during construction -ca2.Design assumes the[op and bottom chords to be laterally braced at 1Vy I.the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 6/20/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,O WAS Quo,' g 3.2x Impact bridging or lateral bracing required where shown++ y F 'i 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' "✓ SEQ. : 5968401 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 G'j TRANS I D: 401529 design loads be applied to any component and are for"dry condition"of use. � ���r+,. 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 40,,,--.0 .p...04,:- necessary. `.t, fabrication,handling,shipment and installation of components. ` ���1 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided.1111111111111111111111111 III II II II VIII VIII VIII III I IIII II III 6.Plates shall be located on both faces of truss,and placed so heir center 1 - TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in orches. '� *,,,A,- �, 51398 C44' MiTek USA,Inc.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 0 L'GISTER �SSIONALE�G IIIIIIIIIIIIII TPACIFIChis desiLUMBERe-BCgn prpared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 8'- 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 P1&BTR SPACED 24.0' 0.C. 2-3=(-83) 74 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 SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -51/ 437V -30/ 110H 5.50" 0.70 DF ( 625) 3'- 10.9" -139/ 150V 0/ OH 1.50" 0.24 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.I REQUIREMENTS OF IBC 2012 AND IPC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1IPSF 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 T 1' system and components and cladding criteria. 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 670.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 0 0 c') 0 0 r` o/- o 4 -f iN/A- �� •-921•PE 9f J, y 1-06 LROVIDE FULL BEARING;Jts:2.3,4I 8y-00 `'- ' Cc y OREGON �v Gi �-7k 14 nes P+- MRRII.\- JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CJ2 Scale: 0.5276 p p 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: V J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper. tG.�ILL8 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner, ,O 2.Design assumes the top and bottom chords to be laterally braced at �Q 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 1 g'o.c.respectively unless braced throughout their length by 4.9 ,..‘v WASIJ'r, '7l, DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v�V DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ., , SE /� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'Q e`� 111+, SEQ. : 5968402 5.Design assumes trusses are to be used in a non-corrosive environment, Fr �.. x fasteners are complete and at no time should any loads greater than gy design loads be applied to any component. and are tor'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 ifnecessary. /ei 10.,,,,,,:i 0!" ) 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 +.:.' i, ik III I II II I III VIII VIII III I VIII 11III TPIAVTCA in BCSI,copies of which will be furnished upon request. y (inesDigits inld crde with ate ssize loint of plate inri lines.. 'r' 51398 it,,USA,Inc./CompuTrus Software 7.6.6(1 L)-E 196. For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Q �'to' J ' 9 �`SSIONAce, 1 I 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 .e- TC: TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 94 2-4=(D) 0 2-3=(-120) 94 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0° 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 495V -44/ 147H 5.50" 0.79 DF ( 625) Connector plate prefix designators: 5'- 10.9" -124/ 180V 0/ OH 1.50" 0.29 DF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" 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 = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX IC 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 '1' MAX HORIZ. LL DEFL = -0.001° @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 8.00 1system 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 ch C±,1 0 v7 v N- C.'," v EIAIMIMMIMIMIMIMIMIMIMIMIMIMIMIMIMIMII o/- o 0.024 ��4 -v M-3x4 1 ����D PN ass/O � 2 y y „I‘ ,t 2 11 E �< 1-06 1PROVIDE FULL BEARING:Jts:2,3,4] 8-00 f'! y`',O-7, A�OREGON ,,EZ" ',O4 Y 14, 2°� -k- JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - CJ3 _41- FRRI�L 6P Scale: 0.5026 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 en individual Truss: CJ3 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. D D rr DES. BY: LA 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at Z is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y DATE: 6/20/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall BC. O wAs Q�� 9 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. ,{„,4°,..0V ' Cp "Y �{+ 15 SEQ. : 5968403 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 Sfi., C�TRANS ID: 401529 design loads be applied to any component. and are for"dry conditi "ofu (1� 05.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. /gpo0Pr. 6.This design is furnished subject to the limitations set forth b 7.Design assumes adequate drainage is provided.Y B.Plates shall he located on both faces of truss,end placed so their center111111II11VIIIVIIIVIIIIIII VIIIIIIIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. . ,y:' 1' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 1U Digits r siciccoonne for ple size of ate design values see ESR-1311,ESR-1988(MiTek) 51398 rSIONALE�Ci 1E111 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 LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 TC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-160) 122 BC: 2x4 DF #1&BTR TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BEG 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 0'- 0.0" -46/ 550V -57/ 184H 5.50" 0.88 DF ( 625) 7'- 9.2" 0/ 158V 0/ OH 5.50" 0.25 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -100/ 217V 0/ OH 1.50" 0.35 GF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TIEE LOAD AT LOCATION(S) DPISIAIMD BY IBO 2102. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" 7-11-11 MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.381" @ 4'- 9.0' Allowed = 0.596" -v MAX TC PANEL TL DEFL = -0.432" @ 4'- 6.0" Allowed = 0.894° MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" jMAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 V Wind: 140 mph, h=15ft, TCOL=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. c 0 co 0 u) co 0 to F- 4� 1 M-3x4 ��p,ED PN OFFssi 4� 'te E 9C J, y 1, 1-06 PROVIDE FULL BEARING:Jts:2,4,3I 8-00 e� -10 Cr y A OREGON 4/ L/0 .9k 14 20�P-k_ MERRIO- 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 foPaen individual 2.2x4 compression web bracing must be installed where shown+, Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and ro r L incorporation of component is the responsibility of the building designer. ORI[. 2.Design assumes the top and bottom chords to be laterally braced at .A 3.Additional temporary bracing to insure stability during construction p•o.c.and at 10'o.c.respectively unless braced throughout their length by ���Q4 WAS`fdr. "-1",�, DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V„ 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 �� CTO It /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. S E Q. : 5968404 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, g. .47,,.„ , x and are for'dry condition"of use. t design loads be applied to any component 6 Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the / IL p necessary. / a' rL". fabrication,handing,shipment and installation of components. 7,Design assumes adequate drainage•is provided. • r, 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 VIII VIII VIII IIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. ""'. 51398 w" III II II 9.Digits indicate size of plate in inches. A MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ����'PB�ISr.I.QR� SSZONAL G !EMI VIII 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 r TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-5=(0) 0 BC: 2x4 DF #1&BTA SPACED 24.0° O.C. 2-3=(-217) 202 TC LATERAL SUPPORT <= 12°OC. UON, LOADING 3-4=(-123) 47 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 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 DF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50° 0.24 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -92/ 2428V 0/ OH 1.50" 0.05 DF ( 625 625) 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 spacing.( f- 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 = 0.275' @ 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 0.00 7 0 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 o in the plane of the truss only. 0 0 p 0 Co r N.-. of o/-- 111 g_911=IMIIMIMIMIMIMI=IMIIMIMI /M-3x4 507.34 0 9,t CI P fU s:Sc" IN `�'` o ..._ 7.: y y y y cc '.1.-' 26.(Fr / 9r, 1-06 8-00 1-11-11 II (PROVIDE FULL BEARING:Jts:2.5.3,4I `j� At yG -,7A 1'7 OREGON /011' 142-° P- JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CJ5 MERRi��-� Scale: 0.4318 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: CJ5 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. I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,{� �.Q' 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 �y Of WAS44,�j� DATE: 6/20/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). =Y the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing 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. 'e es SEQ. : 5968405 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 �� foi,, G�design loads be applied to any component. and are for"dry condition"of use. (r O TRANSID: 401529 5.CompuTrus has no control over and assumes no responsibili y for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 100 ^- fabrication,handling,shipment and installation of components. necessary. v 'Iyi 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 III II I II II VIII III I II I I I III TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.9. •' , ?�r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Eate in inches. For basiciconnectorts indcate sizeoplafl 10. plate design values see ESR-1311,ESR-1988(MiTek) ", 51398 w� �.A, AGISTER. ' SSIONAL- IIIIII I VIII TPACIFIChis designLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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 #1&BTR SPACED 24.0" 0.C. 2-3=(-78) 26 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 0'- 0.0" -111/ 429V -16/ 73H 5.50" 0.69 DF ( 625) 1'- 9.2" -73/ 43V 0/ OH 5.50" 0.07 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -19/ 42V 0/ OH 1.50" 0.07 DF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: lesion checked for net(-5 psf) 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 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" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 1-11-11 ( MAX TC PANEL TL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.171" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 8.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, /- 3 -/ Truss designed for wind loads in the plane of the truss only. /' o co 0 N d- O0 4 M-3x4 1 �cc\v P R OFe � (N� s/o y y 1-06 2-00 y �4`- = 2i E 2,7 (PROVIDE FULL BEARING,Jts:2,4,31 Ailfe, ' - 4 OREGON\p, A� /6 .(/Y 14, 2° Q4 JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ1 Scale: 0.6955 WARNINGS: GENERAL NOTES,unless othervaise noted EXPI RES: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 1 and Warnings before construction commences. building component.Applicability of design parameters and proper, RRIL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. L 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a[ p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� Q�WAS.>-_ ` � DES. BY: LA s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ti4 DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4Q P�� C� �� C/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. SE Q. : 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, y,�2.• 0 design loads be applied to any component, and are for"dry condition"of use. r, 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 assumes adequate drainage is provided. 0 4�3, E 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 � 4 r " IIIII II II VIII VIII VIII III I VIII II III TPI/WICA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 51398 awn , 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) �0����(z`7S..if.,W`G' SSrONALPG 11111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0° IC: 2x4 DF ki&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 OF tt1&BTR SPACED 24.0. 0.C. 1-2=(-34) 31 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS9 /ACTI0H 5I5E 0 F ( 625) Connector plate prefix designators: 0'- 0.0" -13/ 23V -11/ 30H 5.50" 0.16 DF ( 625) C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50° 0.04 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -28/ 46V 0/ OH 1.50" 0.07 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j 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 TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.114" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.172" T MAX HORIZ, LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 8.00 V 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 o o 0 r co o.,,- •,,- c, ,,-v0 f-- o'er 1► 3 M-3x4 y y 5<<, I N OFessi O 2-00 �� q PROVIDE FULL BEARING;Jts:1,3,21 �� !c e. E "91' y4. 40,OREGON tx w0 ,O 9y 14, 2°N - JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ1X MERRII..\-e.0P Scale: 0.6553 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: CSJ1X 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. DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a4.RRrLL 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 l��"' 8 DATE: 6/20/2014 the overall structure is the responsibility of the buildingdesigner. continuousxIpatsheathing or suer l b plywoodresheathing(TC)airedereown drywall(BC). �QF WASJIr, J 4.No load should be applied[o anycomponent g 3.2x Impact bridging or lateral bracing required where shown++ J /� Pp until 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 0.Design assumes trusses are to be used in a non-corrosive environment, Q C� � �J .,! TRANS I D: 401529 design loads be applied to any component. and are for`dry condition"of use. p 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 �~ 'j, fabrication,handling,shipment and installation of components. necessary. '', 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate drainage is provided. , �� 111111111111111111111111111111111 r8 Plates mail be with jointn on both faces of truss,and placed so heir center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide center lines. . , G r.�+, MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. 4 ( ) 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) 51398 w 0.C��L'GISTEW SS'ONAL6,G This design prepared from computer input by IIIIIIIIIIIII� PACIFIC LUMBER-BC TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 TC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 54 BC: 2x4 OF #1&BTA TC LATERAL SUPPORT <= 12°OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -92/ 441V -30/ 110H 5.50" 0.71 DF ( 625) 1'- 9.2" -54/ 62V 0/ OH 5.50" 0.10 DF ( 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,C18,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) 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 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" MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.0" Allowed = 0.275" 12 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 8,00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- , Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v Truss designed for wind loads o in the plane of the truss only. 0 o co 0 0 a o/- oA- 4� -v M-3x4 1 Fe c'�� �D I N O 4 s/�2 * / - * 1-06 2.00 1-11-11 2C '- 21ICE 9t- 1PROVIDE FULL BEARING;Jts:2,4,31 9OREGON bLtd GyO'Liy�, A. 14, 2,\ P4 MRRI � t.\- JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ2 Scale: 0.6773 EXPI RES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper RRILj, Truss: CSJ 2 2.2x4 compression web bracing must be installed where shown+, worn assumes of component is the responsibility of the building designer. p 2.Design assumes the top and bottom chords to be laterally braced at 8 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 1 D'o.c.respectively unless braced throughout their length by �hj/t,S+Nr'/" DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 'o.c.a us sheathing such as plywood sheathing(TC)and/or air le l(BC). 4 O4 W 1. DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ntractor. q� S4 ry GTO .A tts 4.No load should be applied to any component until after all bracing and 4.5. allation of truss is the assumes trusses are responsibilityo be enof the a noncorrosivive eenvironment, ge i . 5 ,!- S E 0. : 5968410 fasteners are complete and at no time should any loads greater than and Designre for"dry condition"of use. r�- design loads be applied to any component. 6 Design assumes full bearing at all supports shown.Shim or wedge if r. jill.,irti Oe TRANSI D: 401529 5.CompuT us has no control over and assumes no responsibility for the necessary. .. 3 fabrication,handling,shipment and installation of components. 7.Design assumes adequatedrainage is provided. �`' ' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located oboth faces of truss,and placed so their center ,,r,/ f" TPIIW1'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. , 51398 1�� III II VIII VIII VIII VIII IIII III I IIII III 9.Digits indicateinsizetplate tdin inches �`SV MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) `'� �FGrsTsw �`rSIONALG 1111111011 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 l IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 1-2=(-79) 55 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. 006. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 130V -25/ 67H 5.50" 0.21 DF ( 625) 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 M,M20HS,M18HS,M16 = MiTek MT series 3'- 71.7" -52/ 95V 0/ OH 1.50" 0.15 DF ( 625) LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 8.00 L,.-- 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 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -O.OD2" @ 1'- 0.1° Allowed = O.D72" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 0 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 o in the plane of the truss only. v 0 0 0 0 CO 0 CO ti� O O1111111 0� 1r 30.---- > M-3x4 Fen y y c�'<(YN INT N O,q .00 2-00 1-11-11 4c' �� y 2 ,. E 9r� PROVIDE FULL BEARING:Jts:1,3,21 /.�, - IJP Y/- 4,OREGON !vim ,O " 74, 20 'E� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ2X MRRIO-Q'P 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 Truss: CSJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. RR1LL DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be laterally braced at 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 DATE: 6/20/2014 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)sand/or drywall(BC). 1�.0 wAs i, p ty of the building designer. 3.2o 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. Q" "1 SEQ. : 5968411 fasteners are complete and at no time should any loads greater than 5.Design assumes bosses are to be used in a non-corrosive environment, Q ,j.� G'.j, 7. TRANS ID: 401529 design loads be applied to any component. and are for"dry condition"of use. (�� 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 , '4 fabrication,handling,shipment and Installation of components. necessary. / 1140 yam 6.This design is furnished subject to the limitations set forth by7 Design assumes adequate drainage is provided. �, .ai II I I II II II II I II II IIII III II III 8.Plates shall be located on both faces of truss,and placed so their center TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /'7re iL y�, ` 9.Digits indicate site of plate in inches. y+� �,4MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,j+ 51398'GISTER� SSIONALE�G IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS# LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 TC: 2x4 DF 1&BTR SPACED 24.0" O.C. 2-3=(-128) 79 BC: 2x4 OF 1&BTA TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -60/ 431V -44/ 147H 5.50" 0.69 OF ( 625) 1'- 9.2" -47/ 154V 0/ OH 5.50' 0.25 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -73/ 143V 0/ OH 1.50" D.23 DF ( 625) C,CN,C18,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) uplift at 24 "Sc spacing. 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" 3 ---/ MAX BC PANEL LL DEFL = 0,004' @ 1'- D.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" 112 .g MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 8.00 V MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. .d- c,0 4 v 0 Lr, ti o,,,-- �� 0 4 M-3x4 � ���DO pe INgs./0 y ., cc •-47 2..FcE 29r J, 1-06 y 2-00 3-11-11 !PROVIDE FULL BEARING;Jts:2,4,3III 74 AOREGON��, �� /O '11' 14, 2° Q+ 4/4i - JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ3 Scale: 0.5796 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 foP�n individual Truss: CSJ3 and Warnings before construction commences. building component.Applicability of design parameters and ro rKRILL 8 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ," p 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 1 D'o.c.respectively unless braced throughout their length by wA$jrr, DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). S 0'rCri 1'� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4qr ���( GAO '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. r1. SE Q. : 5968412 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. design loads be applied to any component. 6 Design assumes full bearing at all supports shown.Shim or wedge if v rr TRANSID: 401529 5.CompuTrus has no control over and assumes no responsibility for the necessary. ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. < 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 l r 4, TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. i, rA 51398 1111111111 IIII IIID VIII IIII III III III 9.Digits indicate size of plate in inches. ,4 ` 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 ..r-r, TER G'`` SSIONALEIA IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IC: 2x4 DF #1&BTR LOADDURATION INCREASE = 1.15 IBC 2012 MAX MEM2=R 123 7 4W3/ =1.00 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 1-2=(-123)) 79 1-3=((OF/CqO) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 LOCATIONS /ACTI6S 9/ACTIO4H 5I5E 0 (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 116V -39/ 104H 5.50" 0.19 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- .7' -67/ 162V 0/ OH 5.50" 0.26 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 5'- 11.7' -76/ 144V 0/ OH 1.50" 0.23 DF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) 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 tOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1° Allowed 0.072" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 8.00 MAX HORIZ. TL DEFL = -0.001° @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=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 o v may. o o v v o v N- o/- a 0 o� 1�� 3►� -� M-3x4 , /0 2-00 3-11-11 y �� cm• � 29$F E r. 1PROVIDE FULL BEARING;Jts:1,3,21 OWWW "si CZ- -y` A OREGON lij iO ' 14 Z0 -0' JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - CSJ3X M�RRI��-e'P Scale: 0.5786 j 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: CSJ3X 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. DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at g1 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 1.1)_,----,_�'Qy DATE: 6/20/2014 the overall structure is the res onsibili of the building designer. 2x I nuous sheathingg r such lateral bracing re aired in ere s and/or drywall(BC). � �Q4 W, "(e beP tY 9 g 4.In tmpact bodging is thboning ity of e where showncontractor. `Vv 4.No load should m applied to any component until after all bracing and 4.Installation of truss is the responsibility the respective contractor. 7...-14.', tel SEQ. : 5968413 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� yj, C� .p TRANS I D: 401529 design loads be applied to any component. and are for"dry condition"of use. M �� 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. ' 6.This design is furnished subject to the limitations set forth by7.Plates assumes adequate othi face is provided. , I III 1111111111111111111111111111111 r8.Plates mail a withjoin on both faces of truss,and placed so their center TPINVrCA in BCSI,copies of which will be furnished upon request, lines coincide joinpt center lines. 4 f 9. its indicate size of MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)late in inches. , 51398 �.N ��GISTEW SSIONAL - This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 5'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 94 2-5=(-76) 103 3-5=(-236) 225 BC: 2x4 DF #1&BTR BC: 2x4 OF 1&BTR SPACED 24.0" D.C. 2-3=(-186) 197 3-4=( -13) 6 WEBS: 2x4 DF STAND 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 = 42.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -B2/ 469V -71/ 147H 5.50" 0.75 DF ( 625) OVERHANGS: 18.0" 0•0" LL = 25 PSF Ground Snow (Pg) 5'- 11.5" -47/ 242V 0/ OH 5.50" 0.39 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans Connector plate prefix designators: 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" C M,M2IHS 18HS (16or = MiTek prefix) = riesuTrus, Inc MAX TC PANEL LL DEFL = 0.126" @ 3'- 0.1" Allowed = 0.408" M,M20HS,M18HS,M16 = MT series 5-07-12 0-0 3-2 MAX TO PANEL TL DEFL = -0.110" @ 3'- 0.2" Allowed = 0.612" MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.7° 12MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.7" M 1.5x3 4 /- 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. T Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 0 v d- vo 0 ui ** 5 M-3x4 M-1.5x3 ��,,c0 PROp c I NNNN /0 'I y y �� R 2 5-07-12 0-03-12 zt , S' E 9r,• y y y AlOr,e 1-06 5-11-08 `,- - I/ y OREGON t, co ` A. /�9 Y 14 2.° P4 MERRII.�-0 JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - D1 Scale: 0.4897 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and isforanaindividual and Warnings before construction commences. building component.Applicability of design parameters and proper 1LL B Truss: D 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. p 2.Design assumes the top and bottom chords to be laterally braced at '� wr-ra-14., , 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout ndlo their length by `W`^f' DES. BY: LA is the responsibility of he erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 ,w 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,��� � 0 ,p 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. ^_ S EQ. : 5968414 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. r TRANS I D: 401529 design loads be applied to any component. fi Design assumes full bearing at all supports shown.Shim or wedge if w 5.CompuTrus has no control over and assumes no responsibility for the .necessary. fabrication,handling,shipment and installation of components. 7-Design assumes adequate drainage is provided. 1,':r . 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 y, (, TPIhVrCA in SCSI,copies of which vnll be furnished upon request. y lines Digitscoincide indicat sizejoint of plate incenter inlines. ches. 51398 c 111111111111111111 MiTek USA,Inc/CompuT us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ~�o�'SIONAL�G ` IIIA I VIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-5=(-76) 103 3-5=(-236) 225 , BC: 2x4 GF #1&BTR SPACED 24.0" O.C. WEBS: 204 DF STAND 2-3=(-186) 197 3-4=( -13) 6 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 18.0" 0.0° SQ.0'- 0.0" -82/ 469V -71/ 147H 5.50" 0.75 DF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 5'- 11.5" -47/ 242V 0/ OH 5.50° 0.39 OF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQQND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] M,M2OHS,M18HS,M16 = MiTek MT series 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 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" T T T 12 MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7" A- M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.7" 8.00V. V O Design conforms to main windforce-resisting system and components and cladding criteria. T Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Tr load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O V 03 O Lo n c.)/- Tr. O/- O ** 5 M-3x4 M-1.5x3 ,��Q`ED PROFFS y y yti:,..„ � I r s/�* 5-07-12 0-03-12 �4 Zd J l' y '�# E 9� 1-06 5-11-08 f•� - I/ 7 4,OREGON LVo ,O ,9 y 14 20` �'� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - D2 MRRI�L 6P Scale: 0.4897 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: 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. DES. BY LA 3.Additional temporary bracing to insure stability during con struction 2.Design assumes the top and bottom chords[o be laterally braced at ���]tRIj L is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y >"` 8e�� the overall structure is the res ty g continuous sheang or suer l acingoe aired wher s and/or drywall BC. �l� O4 WAS. ``,�, DATE: 6/20/2014 responsibility of the buildingdesigner. 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. 'R. es SEQ. : 5968415 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 >ti, CT ,f, design loads be applied to any component and are for"dry condition"of use. lCy i,.., O 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 ft t.. IIIII4. necessary.'_ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .'�.Q 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 VIII IIII IIII II I I III TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. j, �� i 9.Digits indicate size of plate in inches. / ,,A MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I ,F 51398 O� �GISTER� w �SSIONALV'-t1G IIIIII I VIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 1B5)200 1-4=(-75) 103 2-4=(-241) 223 BC: 2x4 OF H1&BTA SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 256V -66/ 132H 5.50" 0.41 DF ( 625) ** For hanger specs. - See approved plans 5'- 11.5" -51/ 250V 0/ OH 5.50" 0.40 DF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C1B,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi) uplift at 24 'Dc spacing.) M,M2OHS,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 10PSF 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' T 'f ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 M 1.5x3 3A- Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads c?'/- Agliglill in the plane of the truss only. N N O O V d O O o d V V o M-3x4 M-1.5x3 9D PR .<<' � INo'4s/°?� y 5-07-12 0-0312 �� 2�� E -7 I- yI- 1, 5-11-0B I/ y OREGON R L/0 `ii- 14 20'` P-- MR R 10-' JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - D3 Scale: 0.4891 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 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. _`�,, j LL 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l�� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 51� QF WASf{r, ,T, 44. DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). *�V DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� CT , , /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4).1' O 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, frP (110.41., . ,�design loads be applied to any component. and arefor"dry conditioniofuse. 6.Design assumes full bearing at all supports shown.Shim or wedge it TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for henecessary. ,t fabrication,handing,shipment and installation of components. 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. '- v- . 51398 W4, II I I II IIII VIII II II IIII 11111 III 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-1986(MiTek) Off, '�t�(;IS.I.Eg� �ss1ONALS�O i 111111111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 100 2-12=( -79B) 3883 12- 3=( 0) 305 BC: 2x6 DF SS 2- 3=(-4525) 1032 12-13=( -803) 3878 3.13=(•394) 122 WEBS: 2x4 DF 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 PLF 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 PLF 15'- 9.1" TO 26'- 0.0° V 7- 8=( 0) 0 14- 9=(-395) 122 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 26'- 0.0" V 8- 9=(-4164) 1181 9-15=( 0) 305 NOTE: 2x4 BRACING AT 24"0C 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=( 0) 100 TC CONC LL( 597.3)+0L( 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 BRG AREA Connectorplate REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) prefix designators: 0'- 0.0" -591/ 2730V -121/ 1218 5.50" 4.37 DF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0" -591/ 2730V 0/ OH 5.50" 4.37 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030" @ -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" 10-02-09 5-06-14 10-02-09 Design conforms to main windforce-resisting system and components and cladding criteria. T f f 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, 1' 12 764.60# ' , 'f64.60# T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8 12 load duration factor=1.6, 6.25/ 5 M-3x4 7 M-7x8 6 25 Truss designed for wind loads in the plane of the truss only. iiiiiii IMIMIMM.7==M, Atli M-3x4Allillo . M-3x4 CN 1,1- 0 CO M-4x10 o M-4x10 o �� o ��t D PR�FFssi A 4- cj� r I N 0 1 12 13 )4 15 - • 0 C....? /� ,t� 02 M153 M 7x8(.)5 M-3x8 M-1.5x3 1 0 mak, 2 iI� E 9 J, 1, ), 5-02-09 4-06-12 6-05-07 y 4-06-12 y 5-02-09 y `.�,. . y y AdlOwcc 1 11 26 00 y 1-11 y -115 Y ,p'OREGON�� �4/ /O gy14, 2c) 4 JOB NAME: LENNAR 2892-E MAROUAM ENGLISH - EH1 MFR RR=-6P 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: EH1 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[o be laterally braced at litRIWASLI.b1 LDES. 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 bycontinuous sheathing such as plywood aired ing(TC)and/or drywall(BC). �QDATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r1� 7� 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' Q Vv tt SEQ. : 5968417 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� 1, �� design loads be applied to any component and are for"dry condition"of use. (., ,��,, Q TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for he 6.Design assumes full bearing at all supports shown.Shim or wedge if gip ,- 't. fabrication,handling,shipment and installation of components. necessary. �401q/ 7.Design assumes adequate drainage is provided. t 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 II I VIII VIII VIII IIII II 1 III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. j, 51 9.Digits indicate size of plate in inches. (MiTek) 51398 ty MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966 MiTek "f04�� GISTER� ' sSIONALE4� III HI LUMBER SPECIFICATIONS TRUSS SPAN 26'- 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) 100 2-12=(-406) 1544 12- 3=( 0) 175 SPACED 24.0" 0.C. 2- 3=(-1836) 589 12-13=(-408) 1542 3-13=(-329) 126 BC: 2x6 DF SS 3- 4=(-1481) 579 13-14=(-445) 1325 13- 4=(-125) 418 WEBS: 2x4 DF STAND LOADING 4- 5=( 0) 0 14-15=(-476) 1542 13- 6=(-162) 181 TC LATERAL SUPPORT <= 12'OC. UON. 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°OC 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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP OVERHANGS: 23.0" 23.0" LOCATIONS REACTIONS . REACTIONS SIZE SQ.IN, (SPECIES) 311V Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20'- 0.0" -288/ 1311V -121// 121H 5.50" 2.10 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030" @ -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" MAX LL DEFL = -0.03D" @ 27'- 11.0" Allowed = 0.192" support top chord at joints 5 and 7 MAX TL CREEP DEFL = -0.039" @ 27'- 11.0" Allowed = 0.256" 00002411 MAX HORIZ. LL DEFL = 0.017" @ 25'- 6.5" fff MAX HORIZ. TL DEFL = 0.029" @ 25'- 6.5" 12-09-05 0-05-07 12-09-05 Design conforms to main windforce-resisting T 1r< T system and components and cladding criteria. T 5-04-05 - 4-06-12 -' 2-10-04 - T 2-10-04 4-06-12 T 5-04-05 f Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 7 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, X16.25 Truss designed for wind loads 6.25 / M-4X6 M 3X4 M 4X6 in the plane of the truss only. (A1110%4044004 N M-3x4 M-3x4 r ���p PRO 014040404404 I-1., C���'` Pr' Cr, CC � f 17 CD D o- o o 12 13 'f 14 15 t O M-4x4 M-1.5x3 0.25° M-3x8 M-1.5x3 =M-4x4 1 O �'./ /- M-7x8(S) OREGON �Z y y y y y 6/p'Lig - 14 Zo'` P}A 5-02-09 4-06-12 6-05-07 4-06-12 5-02-09 y y 26-00 y 1-11 y 1-11 EXPIRES:12/31/2015 JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - EH2 Scale: 0.2243 1,rOR11.1,4 WARNINGS: GENERAL NOTES,unless otherwise noted: 4P14'oV WA$jh`r,�� 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 C�0 '\ 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. fre �:-... x 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 Cyt�` DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �a. :, DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ % r, 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. /►'K._ �,. �� 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, 513(8 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 .4A ,4) 51 98,a .r TRANS I D: 4015 29 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `rSIONALV" 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 11111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center liche. ' 9.Digits indicate size of plate o 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' IC: 2x4 DF !✓1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 8-1- 2=( 0) 100 2- 8= 231 1461 8= 375) 264 WEBS: 2x4 DF STAND 4-2- 3=(-1757) 376 8- 9=(-119) 9584=(-134) 6632 LOADING 3 -4=(-1542) 388 9- 6=(-277) 1461 4- 9=(-135) 633 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 4- 5=(-1543) 388 9- 5=(-375) 264 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1757) 376 OVERHANGS: 23.0" 23.0" TOTAL LOAD = 42.0 PSF 6- 7=1 0) 100 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. O'• 0.0" -212/ 1311V -155/ 155H 5.50" 2.10 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 26'- 0.0" -212/ 1311V 0/ OH 5.50" 2.10 DF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030" @ -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" 13-00 MAX HORIZ. TL DEFL = 0.041" @ 25'- 6.5" 13-00 6-08-14 I Design conforms to main windforce-resisting ( 6-03-02 6-03-02 6-08-14 system and components and cladding criteria. 12 T Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.251 2 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 6.25 load duration factor=1.6, 4.0" Truss designed for wind loads 4 .f-�( in the plane of the truss only. M-1.5x33 lit M-1.5x3 0 /Ahhilh...E. co n o N. a,ED PR OFFS �o =M 4x4 M 3x4 O.M55X8(S) =M 4x4 0 �4f.- ' 17. 91f O2 9 y ), y y y 8-09-15 8-04-03 6-09-15 y ` . 1-11 26-00 y 1-11 y •-9` OREGON R 4/ /O -9y 74, 2(3, #k JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - E3 MFpRILA-�P Scale: 0.2264 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 C 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: E3 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. DES. BY LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �p_R,�i> is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y �(�0, LL 6,q� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall BC. ,,� .d' WASA.- `^t>, P ty e e 3.2x Impact bridging or lateral bracing 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. IN, 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, ,..,'T.' Z' a, CJ. 7' TRANS ID: 401529 design loads be applied to any component and are for"dry condition"of use. F + 't 7' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge 4 fabrication,handling,shipment and installation of components. necessary. v �t?t�,. 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequatedon drainage is press, �// III II PEN VIII IIIA IIII III I II III 6.Plates shall be located both faces of truss,and placed so their center TPIIINTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. y 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '¢+ 51398 t{f O+ts '�FGISTElt� .6:5. 'VONAL O This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC 26-00-00 MONO HIP-D SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER 4POFIFICATIONS 1- 2=( 0) 100 2- 8=( -985) 3714 8- 3=( 0) 275 TC: 2x4 OF SS T2 BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4331) 1093 8- 9=( -989) 3709 3- 9=( -375) 127 2x6 DF SS LL = 25 PSLOADING 3- 4=(-3997) 1240 9-10=(-1213) 3449 9- 4=( 0) 548 BC: 2x6 OF SS F Ground Snow (Pg) 4- 5=( 0) 0 10-11=(-1213) 3449 9- 6=( -24) 213 WEBS: 2x4 OF STAND; 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 2x4 OF p1&BTR A TC UNIF LL( 125.0)+DL( 35.01= 160.0 PLF 10'- 2.9" TO 26'- 0.0" V 6- 7=( -79) 95 6-11=(-4066) 1439 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0 +OL 50.0)= 50.0 PLF 0'- 0.0° TO 26'- 0.0" V 11- 7=( -516) 354 ( ) ( BC LATERAL SUPPORT <= 12"0C. UON. TC CONC LL( 597.3)+DL( 167.3)= 764.6 LBS @ 10'- 2.9" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -624/ 2648V -87/ 203H 5.50" 4.24 OF ( 625) NOTE: AT4 BRACING AT EAS N TOS. FOR 26'- 0.0" -1008/ 2824V 0/ OH 5.50" 4.52 OF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LDAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' OVERHANGS: 23.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.192" Connector plate prefix designators: MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0,256" C M,M2OHS,M18R8 (orM16 = MiTek prefix) = CompuTrus, Inc MAX LL DEFL = -0.160" @ 10'- 2.4" Allowed = 1.254" M,M20HS,M18HS,M16 = MT series MAX TL CREEP DEFL = -0.335" @ 10'- 2.4" Allowed = 1.672" *. For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.041" @ 25'- 8.5" MAX HORIZ. TL DEFL = 0.069" 0 25'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 10-02-09 15-09-07 in the plane of the truss only. 'r '( T 5-03-05 4-05-12 0-05-08 7-06-04 8-03-03 T T T ,764.60# 12 6.251/ M-5x8 5M-3x6 M 8x10 s 7 -/ 0 T2 M-3x4 • 0 N A + o ti 0 o M4X10 -0 \���C�tDPNOir s/0 co 4- ,z„, e 9 0.25" M 1105x3 M 6X8 } ��� '-�J w 217 �0 M 1.5x3 M-7x8(5) 4601.. 5-01-09 4-05-12 8-01-07 8-03-03 `- " y 9L A OREGON ,s. A. y 1-11 y 26-00 �O Rr 14, 2p� F 4 M ' RI-L JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - FH1 Scale: 0.2286 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper. Truss: FH 1 2.2x4 compression web bracing must be installed where shown+, ncorporahon of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at wASJ��,A 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^W`j" DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'J Qv �, DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4Q' �!{+ � C+,p 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. meq• �•. 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, and are for"dry condition"of use. design loads be applied to any component. 6 Design assumes full bearing at all supports shown.Shim or wedge if , ,i,. TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 moi'- -4 y, {'r' 1111111111111111111111 III III IIII TPI WTCA in SCSI,copies of which will be furnished upon request. g lines Digitscoincide ind cate size of plate inign nes oint center lines. !' 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) "AO��,p�GrR�pC3 -ss ..t.10 VIIIiiHIll LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2x6 DF SS T2 SPACED 24.0" O.C. 1- 2=( 0) 100 2- 8.(-634) 1557 8- 3= 0) 158 BC: 2x6 DF SS 2- 3=(-1650) 462 8- 9=(-636) 1555 3- 9=( -306 1211 3- 4=(-1516) 453 9.10=(-483) 1297 9- 4=( 0) 343 WEBS: 2x4 DF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 10-11=(-483) 1297 9- 6=( -80) 160 4- 7=( 1-80) 432 10- TC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF1=( 9) 367 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=( -80) 93 6-11=(-1529) 511 11- 7=( -211) 106 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS0H SIZE 2.132DFFP( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -261/ 1330V -86/ 20OH 5.50" 7 ( 625) 26'- 0.0" -168/ 1084V 0/ OH 5.50" 1.73 DF ( 625) OVERHANGS: 23.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CQND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL (EFL = -0.030" @ -i'- 11.0" Allowed = 0.192' M,M20HS,M16HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039" @ -1'- 11.0" Allowed = 0.256" MAX LL DEFL = 0.060" @ 10'- 2.4" Allowed = 1.254" 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-03-05 4 05 12 3-00-03 T 4-11-08 T Truss designed for wind loads -18 03 03 in the plane of the truss only. /- 12 5 T 6,251/ M-4x6 4 M-6x10 M-1.5x3 00 T2 7 0 N M-3x4 3 � + o . t` a ���Ep PROp t` 1N7, cS'jO o 0 2 �� 1 =M-4x4 M-185x3 •90.25" 10 **11 IM-1.5x3 M-3x6 M-7x8(S) ` I,�► y y y y y 171.- OREGON 4/ 5-01-09 4-05-12 8-01-07 8-03-03 /O 9 y 14, 2-N P+r y 1-11 26-00 MERRIU � - JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - FH2 EXPIRES:12/31/2015 Scale: 0.2349 UR4 B WARNINGS: GENERAL NOTES,unless otherwise noted: .q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ���O'�wASI�r, `7), Truss: FH2 and Warnings before construction commences. building component.Applicability of design parameters and proper N 2.2x4 compression web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. 4r, GJ, V' DES. BY• LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � 1,,, O 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 '�. DATE: 6/20/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired sheathing(TC)and/or drywall(BC). 44.4k1- r P dY 9 3.2Impactbridging isor therelponsibiiy of e where shown co to C/� 4.No loatl shoultl 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, TRANS I D: 401529 design loads be applied to any component. and are for"dry condition"of use. 44. 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 '�� ,��51398 4 '1 fabrication,handling,shipment and installation of components. 7.necessary. '' CISTER 6.This design is furnished subject to the limitations set forth byg,Designlaesassumes adequatedodrainagecistrus,provided. IIIIII I III VIII VIII VIII VIII I III IIII IIIIr 8.Plates incil ee ith join on both inees of truss,and placed so their center s`sIONALE�� TPI/INfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This desigMBER-BCn prepared from computer input by IIIIIIIIIIIIII TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 100 2- 7=(-29B) 1462 3- 7=(-375) 263 BC: 204 OF #1&BTR SPACED 24.0" O.C. 2- 3=(-1758) 396 7- 8=(-119) 959 7- 4=(-133) 632 BC: 2x4 OF S1ANDR 3- 4=(-1543) 408 8- 6=(-290) 1465 4-- ) 645 WEBS: 2x4 OF STAND LOADING 4- 5=(-1546) 4225=(-378) 260 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1760) 409 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSFTOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 23.0' 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -217/ 1323V -138/ 151H 5.50" 2.12 OF ( 625) C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0" -132/ 1091V 0/ OH 5.50" 1.75 DF ( 625) 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030" @ -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 DUEL = 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. 13-00 13-00 Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-03-02ff 'i6-03-02 6 OB-14 load duration factor=1.6, 6-08-14 Truss designed 12 inthepla neofftheor wtrussind oonnly. 12 M-4x6 -".-.1 6,25 6.2517' 4.0" 4 .1'-,( /- uu M-1,5x3 .M-1.5x3 3 0 0 co q o 7 0.25"B, =M-4x4 0 �� 210 E 90i f 0 1 M-4x4 M-3x4 M-5x8(S) ), y 8-09-15 y 8-04-03 8-09-15 y `Ipi. �OREGONN� � �� y 1-11 y 26-00 /0 A4- 14 2°�Q'�- MER RIO, JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - F3 Scale: 0.2303 EXPIRES:12/31/2015 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This ing designcois based Applicabilityhe of paderameters shown rsand a dis for proper individual Truss: F3 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. (�0....RILL 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �y'�PO'4 wASjI', � 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by „4� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or le l(BC). DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4 S TO�.A 4.No load should be applied to any component until after all bracing and 4.5. allation of assumes trusses are uss is the to be usedlin a nonof the corrosive environment, X !� `.7. r� f- end E Q. : 5968423 fasteners are complete and at no time should any loads greater than and Designre for"dry condition"of use. ! design loads be applied to any component. 6.Design assumes full bearing at MI supports shown.Shim or wedge if g, ,,,,,O, ,,,,,,,- fabrication,I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. f r 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces o truss,and placed so their center es. { y, (, 1 ',i r 11111111111111111111111111111111 III TPIANICA in BCSI,copies of which w Il be furnished upon request g lines For is indicate size for plate i e with jMM center s t 51398 Q: MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) erg. �'.GIS'I"ER� ,4'''' �rS10NAL1rt�0 VIII]I III 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 , IC: 2x4 DF N1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTA SPACED 24.0" 0.C. 2-3=(-210) 195 94 2 5=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=(-133) 57 BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 514V -77/ 239H 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 OF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 7'- 11.2" -249/ 51OV 0/ OH 1.50" 0.65 DF ) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 8.8' -126/ 48V 0/ OH 1.50" 0.08 DF ( 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 spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX TLMCREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.200' MAX TC PANEL LL DEFL = 0.237" @ 3'- 10.7" Allowed = 0.598" �)I 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 0) Design conforms to main windforce-resisting 8.00 (� system and components and cladding criteria. Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads LO in the plane of the truss only. 0 0 0 0 m r o/- v 0/--- 5►� -/ 1M-3x4 �.<0' PN OF' On � 2 �-4 '92i"• E Of y y y y 1-06 8-00 1-08-12 (PROVIDE FULL BEARING:Jts:2,5,3,4I ft 37, ,_OREGON I, 4,/ i� -9 y 14 20'` P- 10, JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - F4 MFRRi1..\- 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 shover and is for an individual Truss: F4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be laterally braced atRRII.L, 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 P' continuous sheathing such as plywoodsheathing(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++ ( ) ^�� QF W 1SA,. 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. ' 'C{' SEQ. : 5968424 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 T� ri,,wG), design loads be applied to any component. and are for"dry condition"of use. <:. 0� 6 Design assumes full beano at all supportsr' TRANS I D: 401529 5.CompuT us has no control over and assumes no responsibility for the g 8 shown.Shim or wedge if i fabrication,handling,shipment and installation of components. necessary. f� 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 y r II I I II VIII VIII II II I I I I I III IIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 7: 1 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) SSIONALE�G IIII I 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 94 2-4=(0) 0 BC: 2x4 DF #1&BTA SPACED 24.0" O.C. 2-3=(-73) 102 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 0'- 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) 8'- 0.0' 0/ 63V 0/ OH 5.50" 0.10 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bCOND. 2: Design checked for net(-5 psf) 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 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' MAX TC PANEL LL DEFL = 0.003" @ O'- 10.5" Allowed = 0.078" MAX TC 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' fMAX HORIZ. TL DEFL = 0.000" @ 1'- 5.6" 12 Design conforms to main windforce-resisting 8.00 v' 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=l.6, Truss designed for wind loads in the plane of the truss only. v 0 r` 00� ✓ v N O� -,<, ��4 M-3x4 0,<;c, c PN OFFss/y yy R1-06 [PROVIDE FULL BEARING;Jts:2,3,4( 8-00 X44 _= 2,,.. E 029 Adilow ct yL ,�OREGON.IX A. /0 ' y14 20 P4 JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - J1 Scale: 0.6526 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: J1 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. 10,RRILL B 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords[o be laterally braced a[ DES. BY: LA is the responsibilityof the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by WAS 9 continuous sheathing such as plywood u sheathing(TC)and/or drywall(BC). n' �0F $jam , , DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Y 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. O �': a. ° `A 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, X. 1-1 -v° design loads be applied to any component. and are assumeor"dry condition'g use. `� 6.Design assumes full bearing at all supports shown.Shim or wedge if , 4__ TRANS I D: 401529 5.CompuTrus has no control over and assumes no responsibility for the necessary. e / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. v t 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 i 11111111111111111111111111111 TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. •' 9.Digits indicate size of plate in inches. • '� 5139H ,...Ari MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Q, �PLoGIS,j,ERtiO �SSIONALE�G s , 11110111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2.4=(0) 0 BC: 2x4 OF N1&BTR SPACED 24.0" 0.0. 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 SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -70/ 414V -26/ 101H 5.50" 0.66 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 67V 0/ OH 5.50' 0.11 DF ( 625) 3'- 0.4" -151/ 145V 0/ OH 1.50" 0.23 DF ( 625) CnncoCp8 (or no prefix) = ormpuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinp.l 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 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, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8.00 V Truss designed for wind loads in the plane of the truss only. co O to O N O D- 0 O �� ►�4 M-3x4 1 co IDR°Fen '00/ 2 J" y y CC" _21 E 9r„ 1-06 (PROVIDE FULL BEARING:Jts:2.3,41 8-00 4,..... - 4 OREGON , vim / .- 14, 20 P-, JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J2 MERRiLA- 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: J2 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. 2.Design assumes the top and bottom chords to be laterally braced at - RRILL,8 3.Additional temporary bracing to insure stability during construction DES. BY LA lr„ 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 plywooding(TC)and/or drywall BC. '"�(v� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) a" Q�wA SIA_ � 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. ,SSC C t,a SEQ. : 5968426 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. fr, �' TRANS I D: 401529 design loads be applied to any component. and are for"dry condition"of use. 4 0 fi.Design assumes Lulltion" at all supports r' 'j+ 5.CompuTrus has no control over and assumes no responsibility for the necessary. bearing pports shown.Shim or wedge if a _ +:�,. fabrication,handling,shipment and installation of components, ry' '/!!i 7.Design assumes adequate drainage is provided. O s 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 11111111111111111 TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a' ♦ ➢r'I r 9.Digits indicate size of plate in inches. ,,t 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) 'f- w� `�t+ re ,,�'''GISTER� SSIONALO- 1E 11 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 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 94 2-4=(0) 0 BC: 2x4 OF k1&BTA SPACED 24.0" O.C. 2-3=(-95) 81 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" D.0" TOTAL LOAD = 42.0 PSF D'- 0.0" -59/ 456V -38/ 133H 5.50" 0.73 DF ( 625) 4'- 7.1" -149/ 164V 0/ OH 1.50° 0.26 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 74V D/ OH 5.50" 0.12 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net/-5 psfl 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 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" MAX LL DEFL = 0.000" @ 0'- 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" T f Design conforms to main windforce-resisting system and components and cladding criteria. 12 8.00 l/' ,,Wind: 140 mph, h=20.1f t, TCDL=4.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. u) N- 0 o o 0 <h N- o„ v -/ o� (110.=-9111-40 M-3x4 1 PR \�<i- I N OFF6'6, R J, cr ,, ' 2•11 E 291_ J, 1-06 y (PROVIDE FULL BEARING:Jts:2.3.4( 8-00 /411.11r -yL , OREGON�Ix Wil(, 20gy14 20 P+ MFRR10-e, JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - J3 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 3 incorporation of component is he responsibility of the building designer. _`C.SOULL�. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at lgy'" 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� Q�wAs.�Ir, ,� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 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++ - �.. G� �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q , SEQ. : 5968427 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, (�� et,• t,, 0 design loads be applied[o any component. and are for'dry condition"of use. r TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the 6.necessa assumes full bearing at all supports shown.Shim or wedge if s I� -7 fabrication,handling,shipment and installation of components. ry. g, P 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 / TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with join[center lines. ! - ,,A' 51398 4{!'4 111111111111111 I II III 9.Digits indicate size of plate in inches. 10. r- MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-131 t,ESR-1966(MiTek) �.4 �. GISTSR� �SSf0NAL0ty I IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x4 DF #1&BTA 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=(-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 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 0'- 0.0' -59/ 502V -50/ 165H 5.50" 0.80 DF ( 625) Connector plate prefix designators: 6'- 1.9" -134/ 188V 0/ OH 1.50" 0.30 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 85V 0/ OH 5.50" 0.14 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQQND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHDRD 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 = 0.066" 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 T III 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. o) c Co 0 Lc, d 0 u) N- 9/- 4cl- -/ M-3x4 u PO C���<0' I N O Rs`r/O 2 y y y ,� 21. E vc 1-06 (PROVIDE FULL BEARING:Jts:2,3,41 8-00 -yL ,_OREGON !Vo /O qy 14, 2°� '�� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - J4 Scale: 0.4901 MRR��L�P 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be laterally braced at _iG.R1u1,L.0;4 DES. BY: LA 2'o.c.and at 10'o.c,respectively unless braced throughout their length y J ) O' WAS i,, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall th . DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4t[-,{, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V uS, 'r"9 e' SEQ. : 5968428 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 0design loads be applied to any componentand are for"dry condition"of use. tipa,, ,TRANS ID: 401529 5.CompuTrus has no control over and assumes no responsibili y for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 7..., fabrication,handling,shipment and installation of components. necessary. 4-/ 7.Dessignign aasssumes 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 II11111111111111 II I II I II II II I 11111111 I III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �rlj: � r y 9.Digits indicate size of plate in inches. ! MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 00 ,t, 51398I w A�, 4b/STER SSE�GIoNAL 1111111111 IIAIII 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 #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=(-156) 121 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 4= 12"00. 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 SO,IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -60/ 545V -62/ 197H 5.50" 0.87 DF ( 625) 7'- 8.6" -115/ 215V 0/ OH 1.50' 0.34 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 150V 0/ OH 5.50' 0.24 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] LIVE LOAD AT LOCATIONS) 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" to Design conforms to main windforce-resisting 12 system and components and cladding criteria. 8.00 V 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. o; 0 f� o � co 0 0 N- o/- v 0� ssill 4- -/ o1M 3x4 ,<c\Ep PROFF n tvoA �' g210 E -7f 1-06 (PROVIDE FULL BEARING;Jts:2,4,3( 8-00Aggiter: 4111." cr- 1' ,_OREGON , ,� 40'7-'4- 14, 2° 4 �P M 'R R I I.� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - J5 Scale: 0.4871 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. building component.Applicability of design parameters and proper Truss: J 5 2.2x4 compression web bracing must be installed where shown v, incorporation of component is the responsibility of he building designer. _ RRII,L 8 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords[o he laterally braced a[ l�� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by JN O. WAS4.4,14>, COD . BY: LA is the responsibility of the erector.Additional permanent bracing of 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++ �!G 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 l+, ,, SEQ. : 5968429 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, I[yV ^,. 94 design loads be applied to any component. and are(or"dry condition"of use. r TRANSI D: 401529 5.CompuTrus has no control aver and assumes no responsibility for the 0.necessary.assumes full bearing a[all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. H ' 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 faces of truss,and placed so their center ,,r�i� ,. r�'�r III II II II VIII VIII VIII III I II I II III TPIANTCA in SCSI,copies of which will be furnished upon request, lines coincide 1t with joint center nchs. 51398 • w�' 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) Q./Z+ FGIS'I'SR� , 11E111111111 This design prepared from computer input by y PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 4.1" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 94 2-5=(0) 0 a BC: 204 DF #1&BTA SPACED 24.0" O.C. 2-3=(-198) 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-159) 88 BC LATERAL SUPPORT <= 12"00. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) 0'- 0.0" -29/ 513V -74/ 231H 5.50" 0.82 DF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 152V 0/ OH 5.50° 0.24 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 7'- 11.2" -268/ 561V 0/ OH 1.50" 0.72 DF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 4.1" -200/ 82V 0/ OH 1.50" 0.13 DF ( 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 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" r MAX TC PANEL LL DEFL = 0.216' @ 3'- 7.2" Allowed = 0.598" ti MAX TC PANEL TL DEFL = -0.230" @ 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 8.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M Truss designed for wind loads o in the plane of the truss only. 0 0 co so N.. N- o/- v o/- cm, ow----mi5�� M-3x4 ���Ep PROFFs I NNN� cs� � 2 y y � ' 2i. E 9f ), y 1-06 8-00 1-04-02 Vii, 'PROVIDE FULL BEARING:Jts:2,5,3,4) Cr yw L A_OREGON ,, / 4 y 14, 2��� � JOB NAME : LENNAR 2892-E MARQUAM ENGLISH - J6 MFRRI�L�P Scale: 0.4505 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 6 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. RR1LL 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 B continuous sheathingg r such l as acing e rwhere sown-drywall(BC). 01 wAS• 'ik '7�, DATE: 6/20/2014 the overalls acture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q (,p SEQ. : 5968430 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, ...1.: Q� }1 �� p design loads be applied to any component. end are for"dry condition"of use 2 -, 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 `Z fabrication,handling,shipment and installation of components, necessary. r �.,/ 6.This design is furnished subject to the limitations set forth b 7.Design assumes adequate drainage is provided. ,yr • III I II II I II I I II II VIII I II III III Y 6.Plates shall be located on both faces of truss,and placed so their center TPI/WI'CA in BCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. ,,A 4 { 9.Digits MiTek USA,IDC./COmpUTfus Software 7.6.6(1 L)-E e in inches. 10.For asic�connectocate size rplf atetdesign values see ESR-1311,ESR-1988(MiTek) 51398 tq 4ttsistk .44'� vs, OP IIIIMINII 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 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 100 2-4=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2.3=(-74) 25 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 23.0" O.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -160/ 543V -12/ 79H 5.50" 0.87 OF ( 625) 1'- 9.2" -121/ 61V 0/ OH 5.50' 0.10 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 6.4" -26/ 57V 0/ OH 1.50° 0.09 DF ( 625) C,CN,C18,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) uplift at 24 "Pc spacing.' 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 TC PANEL LL DEFL = 0.005° @ 1'- 2.6" Allowed = 0.144" 12 • MAX TC PANEL TL DEFL = 0.005" @ 1'- 2.6" Allowed = 0.217" 6.25 G . 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. / 3 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. ,, o m 0 N O O Gh N o cp 2 4�� M-3x4 t y y y y �"<('' D POFFss/O 1-11 2-00 0-06-07 CANE:. 'PROVIDE FULL BEARING,Jts:2,4,3I eta ' 6 0E 291' 141100" OREGON Z,/ -yG'�'9' 14, 2.°N P-�� MRRi�\-0 JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - SJ1 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 BRILL R� 2.204 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 lateraholly braced at .(� 'i p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ay' �4 WAS•llr, DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `4,. 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 �, CT �� 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. '-3' SEQ. : 5968431 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, F'_ - 7'- ND design loads be applied to any component. and are for'dry condition'g use. 6 Design assumes full bearing at all supports shove.Shim or wedge if TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the necessary. > y � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'j 6.This design is tarnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ; ..♦ L 7-4 III II IIII IIII VIII VIII VIII I II II IIII TPINVTCA in BCSI,copies of which will be furnished upon request. nes. y lines Digitscind crate size de vrith lof plate inoint rin�ches 51398 (� w4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �H -0Gls•Till'G� SSIONALE�O o I 111111111 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 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0. O.C. 1-2=( 0) 100 2-4=(0) 0 2-3=(-96) 51 TC LATERAL SUPPORT <= 12.00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 23.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -145/ 553V -23/ 120H 5.50" 0.89 DF ( 625) 1'- 9.2" -75/ 106V 0/ OH 5.50" 0.17 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 1.2" -57/ 122V 0/ OH 1.50" 0.20 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'on spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.030" @ -1'- 11.0" Allowed = 0.256" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -O.D39" @ -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 MAX HORIZ. TL DEFL = -0.000° @ 5'- 0.4" 3 -/ 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.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. uo0 0 M O co co N- 4c,,,--- ••=r 1111111111111►1 M-3x4 1 Fen y y ����VpPNOq n y 1-11 2-00 3-01-03 �� 2 S$ E yr (PROVIDE FULL BEARING;Jts:2,4,31 / FF" 4 ii imillow -. yL A_OREGON >, A!...41 ,C.• /O "y 14, 20 '�� JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - SJ2 M �R��-�-�P Scale: 0.6366 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 building designer. DES. BY: LA 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - ,1UtrT� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y l�f" q� DATE. 6/20/2014 responsibility continuousxIpactsheathingg r suchasbracing requiredewhere sheathing(TC) nor drywall BC. 'r0 µ]AS"I 7�� the overall structure is the res onsihili of the building designer. 3.2x Impact bridging or lateral bracing where shown++ `Vv 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 busses are to be used in a noncorrosive environment, 'Q '1'' G',T '� TRANS I D: 401529 design loads be applied to any component. and are for"dry condition"of use. (�� 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 v 'j. fabrication,handling,shipment and installation of components. necessary. {. ''',/'/ 6.This design is furnished subject to the limitations se[forth by7.Design assumes adequate drainage is provided. III I 111111111111101111 II II II VIII III I IIIIIII I I III 8 Plates shall be located on both faces of ass,and placed so their center TPUWTCA ini BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. ` :•, . 9.Digits indicate size of plate in inches. ,,A ',' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'I- ,� ,.„, `rSIONAL 1, 111111111 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 LOAD DURATION INCREASE = 1.15 1-2=) 0) 100 2-4=(0) 0 TC: 2x4 OF #1&BTR BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 75 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: 23.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 502V -35/ 161H 5.50' 0.80 DF ( 625) 1'- 9.2" -99/ 266V 0/ OH 5.50' 0.43 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 7.9" -87/ 1B5V 0/ OH 1.50" 0.30 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 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 = 0.006' @ 1'- 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 12system and components and cladding criteria. ii 6.25 1 * Wind: 140 mph, h=20.5ft, TCGL=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 v 0 N Cr CO O u7 r-- o f- 0 24 4= 0 M-3x4 ��� PPRQFp, IN� / 2 y ��� 3 2i� E 9� y y y / 1-11 2-00 5-07-14 PROVIDE FULL BEARING;Jts:2,4,31 `,, - `/, CC- -y OREGON �44/L/2� R"1 1, 14 20, P4 MFR RIO-0 JOB NAME: LENNAR 2892-E MARQUAM ENGLISH - SJ3 Scale: 0.5230 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: SJ3 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. RRILL, 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a[ p ry 2'o.c.and at 1 g'o.c.respectively unless braced throughout their length by '� NT ADSL- `t-•/, f' DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J OF it14, 1'� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , An ,, ol'O SEQ. : 5968433 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, AZ and are for"dry condition"of use. T. design loads be applied to any component. 6 Design assumes full bearing at all supports shown.Shim or wedge if r TRANSI D: 401529 5.CompuTrus has no control over and assumes no responsibility for the necessary. 7} fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. .r 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 - p, U C III II II II VIII VIII VIII VIII III III III TPI WTCA in BCSI,copies of which will be furnished upon request. 9.lines Digits indicatelsize de with of plate int in erinches 51398 W MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) f , �FGISTER� �C' .e-.0 'ZONAL O