Loading...
Report (5) AA-s7°1S-(-'0 10x ei P s w 6,, n- fOvc 401-0' ECEIVEt) ... OCT 7 2015 BAR O . ' 7. DIV. 'VW' c s:1z . ,e' e e e F T e e r e e • iQ Z..:. 1 I I I :!c ;)I ih. " , ; ; N . 111 ; .X12 BO l 9 9 I O 63 L i ' I , 8:12 (10) C EMI 1 D2 _. awl_ Dl I MI q (4) .. Fl GARAGE RIGHT -- -- -- -- I Al 19'-5 1/2' k- 13'43' 1 5-6' I 21'-0' 4 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LEN NAR 05/29/14 PLACEMENT ONLY.REFER TO CALCULATIONS AND ENGINEERED STRUCTURAL III PROJECT L NNAR REVISION-f: DRAWINGS INEER FURTHER EC pacifi umber LENNAR 2892-A MARQUAM AMERICAN DESIGNER/ GINEER OF RECORD PLAN: DRAWN BY: LARRY M REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2892-A MARQUAM E RIGHT DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL C O M P A N Y 1 ELIVERYLOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. 40.-0" v ■ ■ , • • - - _ H • ,, —I- ■ 6:12 A P P B , -- A P P 1 4 " " /I 1 ' W - h [3�i1[C(?� n a r T Ti r t p ti _ _ _ 4 6x12 - \ - 8.12 ! i ! 6-! l - 4 re T ]. I I ' / 1, i i I —1,7_ _— ___ _ N — B2(10) 6:1z • . 1 _I u (IGIRD(21 _ n 0.og n 'S D2 \ .. D1 ,,, F3 (2).. 2 .. 8:12 GARAGE LEFT F1 \A2 (4) k 191-51/2' 21'-0' -I- 54r I 13'-6' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS \ LENNAR 05/29/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER acifiailumber LENNAR 2892-A MARQUAM AMERICAN INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY LARRY M REVISION-2. TO TRUSS CONNECTIONS.BUILDING 2892-A MARQUAM AME N / GARAGE LEFT DESIGNER/ENGINEER OF RECORD TO & T R U S S REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. / CompuTrus Software • Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). p,.l OfIN .O PROs Ilk Ws" b(1V y ft : 92,. /. , CSRa3N k'SbisiVt9," • SIQNA>l EXPIRES 6/301)5 I III I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. IC LATERAL SUPPORT <= 12'OC. UON. LOADING Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), p. 1 ), DL ON BOTTOM CHORD = 10.0 PSF ( g ), Enclosed, Cat.2, Ex B, MWFRS Dir Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. R Refer to equal typical et stud verticals. fer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 <c�,EO PRO1 1. 12 c. (N 9 S/O2 T 12 IIM-4x4 6,00 6.00 D ?C 4 E 9f- ill Ail, 4 . yG , OREGON\,,,, &414:4;/ -',1Y 20 O 14, .-k- 448' RRII...\--R.., r--. c. CO aPIRES:12/31/2015 v M 4 cn O� o • O O 1 i' M-3x4 M-3x4 y /- ), y 2-00 13-06 2-00 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - Al Scale: 0.4812 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: A1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing most be installed where shown+. Incorporation of component is the responsibility of the building designer. ��Q�p 14 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r� 8 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,qq'� DATE: 6/20/2014 responsibility g g continuous i lr shas ing such as plywood gheathing(TC)end/or dry'.s NBC). WAS '1' the overall structure is the res onsibili of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Q'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. SEQ. : 5968351 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4 �e� -� C0 design loads be applied to any component. and are for"dry condition'of use. TRANS ID: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shove.Shim or wedge if w��' x fabrication.handling,shipment and installation of components. necessary. J//,5 5 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 ;'' 1111111 VIII VIII VIII VIII I II I III 11 III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits sic con size plate in inches. 4/ 4,P98 w� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.for bask connector plate design values see ESR-1311,ESR-1988(MiTek) 4, Cl 51 98 p, ssIONAL C G y 7 r r >, 1 O u 11111 i ii This design prepared from computer'inrlut by e PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 l TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2.6=(-27) 509 6-3=(0) 311 BC: 2x4 DF #18BTR SPACED 24.0' O.C. 2-3=(-676) 114 6-4=(-27) 509 WEBS: 2x4 DF STAND 3-4=(-676) 114 LOADING 4.5=( 0) 101 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 24.0' 24.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -145/ 795V -76/ 76H 5.50' 1.27 DF ( 625) Connector plate prefix designators: 13'- 6.0' -145/ 795V 0/ OH 5.50' 1.27 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040' @ -2'- 0.0° Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = 0.040' @ 15'- 6.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ 15'- 6.0' Allowed = 0.267' MAX IC PANEL LL DEFL = -0.032' @ 3'- 7.3' Allowed = 0.452' MAX TC PANEL TL DEFL = 0.334' @ 3'- 7.2' Allowed = 0.677' MAX HORIZ. LL DEFL = 0.005' @ 13'- 0.5' MAX HORIZ. TL DEFL = 0.008' @ 13'- 0.5' Design conforms to main windforce-resisting 6-09 6-09 T system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 / M-4x4 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 4.0" Truss designed for wind loads --- 3 in the plane of the truss only. 1. n 0 co 0 v to op o 7,,° ° 1 M-3x4 M-1.5x3 M-3x4 ° CEO PROF( :- , `�, 2" 9y l y ct s cINgr•, < 6-09 6-09 y y y Jr- 2-00 13-06 2-00 `'!. - yG 4 OREGON N b, 44C <O '11' 14, 2° P4 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - A2 MFRRi��-� Scale: 0.3924 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at tLL B 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 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 WASp�� �' DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown.. AOF "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. 4 ' c �v SEQ. : 5968352 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 v C:4' I design loads be applied to any component. end are for'dry condition'of use. y' TRANSI D: 401525 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. i 7.Design assumes b el c located on both faces of truss,and placed so their center :; II I I III I I III I I I I 'II TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate to Inches. 51398 ty� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1' 4AA�ir1398� �SS'ONAL ECG IIIIIIIII it 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) 101 2- 7=(-292) 1056 3- 8=(-361) 250 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-1254) 367 7- 8=(-292) 1056 8- 4=(-104) 508 WEBS: 2x4 DF STAND 3- 4=( -908) 245 8- 6=(-271) 1028 8- 5=(-331) 235 LOADING 4- 5=( -908) 260 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1232) 367 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24,0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0° -194/ 1013V -88/ 103H 77.00" 1.62 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 5.0' 0/ 88V 0/ OH 77.00' 0.14 DF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5' -109/ 805V 0/ OH 5.50" 1.29 OF ( 625) Unbalanced live loads have been considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �QDND. 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 DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.034' @ 9'- 8.7' Allowed = 0.629' MAX TL CREEP DEFL = -0.076' @ 9'- 8.7' Allowed = 0.839° MAX HORIZ. LL DEFL = 0.016' @ 19'- 0.0' MAX HORIZ. TL DEFL = 0.025' @ 19'- 0.0' 9-08-12 9-08-12 Design conforms to main windforce-resisting - T system and components and cladding criteria. 5-01-10 4-07-02 4-07-02 5-01-10 f f f , . Wind: 140 mph, h=21ft, TCDL=4,2,6CDL=6.0, ASCE 7-10, 12 12 ( Heights), Encl osed , Cat.2, Exp.B, MWFRS(Dir), All duration 6.001/ II1,1-4x4 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. s 4 M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 / M-1.5x3 o �d N ' O , D o A 6 tG,ED PROFFS 0 1 M-4x8 M-3x4 ° 5� IN� 9 s/ M-3x4 �\ 02 �t ? e E 9r y y y y 5-10-03 3-10-09 9-08-12 titer 2-00 19-05-08 9G A_OREGON Ito /O "iy 74, 2° + M �L�P JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - B1 Scale: 0.2909 FRRI WARNINGS: GENERAL NOTES,unlessothervisenoted. 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: B1 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. TI. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and oely unless chords[o be laterally braced at � t.-8 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,19 4 WA$k,.� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q �0 v1C T� C�1 4.No load should be applied to any component until after all bracing and 4.Installaton of truss is the responsibility of the respective contractor. .A SE Q. : 5968353 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, AQ � - '' T9 design loads be applied to any component. and are for"dry condition"of use. mw, "j, TRANSID: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. It' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I III I I III I III I I TPI/WTCA in BCSI,copies of which w will be furnished upon request, lines coincide with joint center lines. • % ,k, 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '�0�����1$ R� � ' ONAL G s L ■ r ` I I i iii ' • IN This design prepared from comauter input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 _. TO: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 8=(-195) 1060 3- 8=(-324) 245 BC: 2x4 DF #1&BTR SPACED 24.0' 0.C. 2- 3=(-1271) 309 8- 6=(-237) 1060 8- 4=( -41) 535 WEBS: 2x4 DF STAND 3- 4=( -948) 200 8- 5=(-324) 244 LOADING 4. 5=( -948) 200 TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 309 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 101 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 24.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BUG 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' -177/ 1045V -104/ 104H 5.50' 1.67 OF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5' -177/ 1045V 0/ 0H 5.50' 1.67 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.033' @ 9'- 8.7' Allowed = 0.927' MAX TL CREEP DEFL = -0.077' @ 9'- B.7' Allowed = 1.236' MAX LL DEFL = 0.040' @ 21'- 5.5' Allowed = 0.200' MAX TL CREEP DEFL = -0.046' @ 21'- 5.5' Allowed = 0.267' MAX HORIZ. LL DEFL = 0.016' @ 19'- 0.0' 9-08-12 9-08-12 MAX HORIZ. TL DEFL = 0.025' @ 19'- 0.0' 1' f ' Design conforms to main windforce-resisting 5-00-12 4-08 4-08 5-00-12 system and components and cladding criteria. 12 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00i/ IiM-4x4 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads /- 4 4'2( in the plane of the truss only. M-1.5x3 M-1.5x3 to o 0 Cn C•5 C5 0 10 / �, QED P R()Fe c.° M-3x4 M-3x8 M-3x4 ° ��C� Z0� R O29 r_ 111 2.1 E r y b y 9-08-12 9-08-12 r 2-00 19-05-08 2-00 9` 4 OREGON,tx AV /O ":/),. 14, 2� Q'1- JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - B2 MFRRi��-� Scale: 0.2976 WARNINGS, GENERAL NOTES,unless otherv.ise 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: 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. 1tRII. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced a �E L 8 DES. BY' LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood 9 B r ywood required ing(TC)and/or drywall(BC). 4ti 4 WAS DATE- 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4" 4 0 WC T� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,Q J, .p SEQ. : 5968354 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, fie. 1 0 design loads be applied to any component, and are for"dry condition"of use. a . s .~' t, 6.Design assumes full bearing at all supports shown.Shim or wedge if �' TRANS ID: 401525 5.CompuT us has no control over and assumes no responsibility for the necessary. .f fabrication,handling,shipment and installation of components. �>•. 7.Design assumes adequate drainage is provided. "�•6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center :. II I I III I III II I I I I III TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /� ' 9.Digits indicate size of plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) f AF /$ R�'°'''A.44'iU �' 'ONALE�G IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-05-08 GIRDER SUPPORTING 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8922) 1938 1- 6=(-1668) 7800 6- 2=( -516) 2558 miCr.ay,_nSilm. 2- 3=(-6130) 1374 6- 7=(-1652) 7722 2- 7=(-2694) 638 WEBS: 2x4 DF STAND; LOADING 3- 4=(-6130) 1374 7- 8=(-1652) 7722 7- 3=(-1148) 5176 2x6 DF 112 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-8922) 1938 8- 5=(-1668) 7800 7- 4=(-2694) 638 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 19'- 5.5' V 4- 8=( -516) 2558 TC LATERAL SUPPORT o= 12'OC. UON. BC UNIF LL( 300.0)+DL( 224.0)= 524.0 PLF 0'- 0.0' TO 19'- 5.5' V BC LATERAL SUPPORT 0= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -1246/ 5721V -85/ 85H 5.50' 9.15 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 19'- 5.5' -1246/ 5721V 0/ OH 5.50' 9.15 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "ox spacing.I Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" Sc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.100" @ 9'- 8.7' Allowed = 0.927" 9° oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.236" @ 9'- 8.7' Allowed = 1.236" 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. LL DEFL = 0.033" @ 19'- 0.0" MAX HORIZ. TL DEFL = 0.055" @ 19'- 0.0' Design conforms to main windforce-resisting system and components and cladding criteria. 9-08-12 9-08-12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-05-06 4-03-06 4 03-06 5-05-06 load duration factor=1.6,Truss designed for wind loads in the plane of the truss only. 12 12 6.00 V M-5x6 \Is.00 5.0" <- 3 M-3x8 M-3x8 rn p c. �0j4 N v O u7 M-5x10 M-5x10 c, IU p jl o o x �� '' �'� �� l l x �o E0 PROF. 0 1 6 <t' 7 8 5 0 <<- I N `Ss M-3x8 M-7x10 M-3x8 < f 9 O 5-03-10 4-05-02 4-05-02 5-03-10 Ave' ), )- `'�.. ICI 19-05-08 f Q vG ,�OREGON /9.---AZ' /O qy 14, 2� P+ JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B-GIRD MRRi��-� Scale: 0.3138 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 most be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _AERRIL.L 4 DES. BY' LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by lam' is the responsibility of erector.Additional permanent bracing of continuous Impact sheathing or suer l acing required sheathing(TC)where s aod/or drywall(BC). a1 WA$k',� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.Installation Impact bridging or lateral bracing required where shown++ e �O V YC �� 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� SEQ. : 5968355 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' + �0 design loads be applied to any component and are fsr"dry full bears g use. g i- .� TRANS I D: 401525 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 �,y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. a*- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II I II I I I III II I I I II TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. l� 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-1968(MiTek) 0 4. 513 8,0 (r, SS'IONAL G • r t , ! _ 0 a VIII All r r This design prepared from computer'in)iut by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #18BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. IC LATERAL SUPPORT <= 12'0C. UON. LOADING 2 Wind: 140 mph, h= 1.8ft, 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 phi DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Ex p. B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable and detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-00 13-00 12 IIM-4x4 12 6.DD L- \I 6.00 .`�c\'`E� PrINI.,,, u,, V A lE3' S �� LC) Ale IOW" • E -9r yL ,�OREGON�� 40� /O 9V 14, 2 C' 0 MRRI�L EXPIRES:12/31/2015 CO 4 c, 1 M-3x6(S) ° M-3x4 M-3x4 1' y 1, 16-00 10-00 2-00 26-00 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - Cl Scale: 0.3159 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C 1 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. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et It. 8 DES. BY- LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood 9 the overall structure is the responsibility of the building designer. 3.20 Impact bridging g P ywood heathi mere s and/or drywall(BC). Jti F WASIje, DATE: 6/20/2014 P M e g P g'g or lateral bracing required where shown+0 .C, �O C �e, SEQ. : 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. .L 5968356 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. 4 &Q Jr, �Q design loads be applied to any component end are for'dry chill bearing'of use. g :' .4 TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full at all supports shown.Shim or wedge it 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 ij II I I I 11111111111111 I III III TPWJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /7 9.Digits indicate size of plate in inches. - 51398 <ti� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) Q� 4,�`470NALE' IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-315) 1529 3- 7=(-383) 261 BC: 2x4 DF #1&BTR SPACED 24.0' O.C, 2- 3=(-1814) 410 7- 8=(-124) 1002 7- 4=(-131) 632 WEBS: 2x4 OF STAND 3- 4=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 LOADING 4- 5=(-1594) 425 8- 5=(-387) 258 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1816) 422 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -220/ 1334V -127/ 141H 5.50" 2.13 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0' -131/ 1091V 0/ OH 5.50" 1.75 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. 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 = 0.040' @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = -0.063' @ 17'- 1.9' Allowed = 1.254' MAX TL CREEP DEFL = -0.149' @ 17'- 1.9' Allowed = 1.672° MAX HORIZ. LL DEFL = 0.026' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 13-00 13-00 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, l' T '1 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-09-04 6-02-12 6-02-12 6-09-04 load duration factor=1.6, f i' i' T 'I Truss designed for wind loads in the plane of the truss only. 12 12 6.00 I/ M-4x6 -J 6.00 4.0" a r-‘ uu M-1.5x3 M-1.5x3 Lo ,- \ m 0 0 0 � �Q'Ep PR pFFSS o =M-4x4 M-3x4 0.25"B =M-4x4 6 0 �� 20 F' /- M-5x8(S) . 21. E �y y y ' 8-10-03 8-03-11 8-10-03 `, il y 2 00 26-00 y � 7, ,_OREGON, �(( '0 '11' 14, 23 Q-l- JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - C2 Scale: 0.2305 'yRR��L WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C2 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. RRIL 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords[o be laterally braced at '+ L 8 DES. BY' LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,.f1 Of WASJyr, 7) P N P 9 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++ Q C 4.No load should be applied to any component until after all bracing and 4.Installaton of truss is the responsibility of the respective contractor. Q ... a, T 7. SEQ. : 5968357 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 9 design loads be applied to any component. end ere for"dry condition"of use �/' �, TRANSID: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if �2 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. illri °` 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 II I I III I I III I I II III TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. l 9.Digits indicate size of plate in inches. ,,ef 513()8 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �O0 �FCjSTER� � �SS'IONALE14G t r ` iii i MI This design prepared from comiuter'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 . TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-315) 1529 3- 7=(-383) 261 BC: 2x4 DF 1118BTR SPACED 24.0' O.C. 2- 3=(-1814) 410 7- 8=(-124) 1002 7- 4=(-131) 632 WEBS: 2x4 DF STAND 3- 4=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 LOADING 4- 5=(-1594) 425 8. 5=(-387) 258 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1816) 422 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) For hanger specs. - See approved plans 0'- 0.0' -220/ 1334V -127/ 141H 5.50' 2.13 OF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0' -131/ 1091V 0/ OH 5.50' 1.75 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. M,M2OHS,MI8HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psi') uplift at 24 'oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.046° @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.063' @ 17'- 1.9' Allowed = 1.254' MAX TL CREEP DEFL = -0.149' @ 17'- 1.9' Allowed = 1.672' MAX HORIZ. LL DEFL = 0.026' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 13-00 13-00 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T / (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-09-04 6-02-12 6-02-12 6-09-04 load duration factor=1.6, f f ' , / Truss designed for wind loads in the plane of the truss only. 12 12 6.00 I/ M-4x6 6.00 4,0" a h f- FIlliIIIIIIIIIIIIIIIIIPP M-1.5x3 M-1.5x3 /111 ANIIIIIIIIIIIIIII..... rn 0 r- co o <0 ,i„0 FN OF-So o =M-4x4 M-3x4 0.25"B =M-4x4 0 � ; 14 2.7 M-5x8(S) y 1, b y 8-10-03 8-03-11 8-10-03 /'......- y 2-0o y 26-00 y 9L OREGON1a 44/ / .91.O y 14, 2° P+ JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C3 MFRRi��sa Scale: 0.2294 WARNINGS, GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 C3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ItF+l�l'j,L DES. BY• LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l�• • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,10 1:WA$�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++ , �� NYC �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5 968358 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, ,eQ _ . �0 u design loads be applied to any component end ere for"dry condition"of use. .. 6.Design assumes full bearing at all supports shove.Shim or wedge if TRANS ID: 401525 5.CompuTrus has no control over and assumes no responsibility for the necessary. g ,11; 11411 .• fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. r �';_ -�1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center p.; II 1111 III I I III II I I 111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. L 9.Digits indicate size of plate in inches. .119 51398 w MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) � Z , ,9,N.7,S NALElG IIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. IC LATERAL SUPPORT <= 12'0C. UON. LOADING Wind: 140 mph, h=15ft, 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 (All phi h=1 DL ON BOTTOM CHORD = 10.0 PSF ( Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-06 10-06 T 1 f 12 12 6.00f/ M 3x4 �I 6.00 ���ces.D PROFec, I S'`- y` ,,_OREGON{ i /Q 41' 14 2°u; MFR R I1-- 0 u; EXPIRES:12/31/2015 a M eft ProlININIMMENNIMMENIMINNI 1g 0 6 p 1 M-3x6(S) A- M-3x4 M-3x4 1, y y 10-06 10-06 A y y 2-00 21-00 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - D1 Scale: 0.3775 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Fi ILL is DES. BY' LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 19 4 W/L$ DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 44‘-'7-..4 G SEQ. : 5968359 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, A. TD 'f' design loads be applied to any component and are for"dry condition"of use. '- .� i.6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS ID: 401525 5.CompuTrus has no control over and assumes no responsibility for the , I fabrication.handling,shipment and installation of components. 7.Design necessary.sumes adequate drainage is provided. �� ` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - II I I I I I I III III I I I I II TPI/INTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /% 9.Digits Indicate size of plate in inches. ��• MiTek USA,Inc./CompuTrus us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �0It �4'ISTER� ,A.,,, ALOG" = III II r r This design prepared from com¢uter'inqut by it PACIFIC LUMBER-BC 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) 101 2-7=(-285) 1158 3-7=(-357) 258 BC: 2x4 OF #1&BTR SPACED 24.0' D.C. 2-3=(-1384) 364 7-6=(-274) 1161 7-4=( -91) 593 WEBS: 2x4 DF STAND 3-4=(-1032) 240 7-5=(-363) 254 LOADING 4-5=(-1033) 257 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1387) 373 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0' 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° -155/ 1127V -98/ 109H 5.50° 1.80 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 21'- 0.0' -105/ 881V 0/ OH 5.50' 1.41 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.04D" @ -2'- 0.0° Allowed = 0.200" MAX TL CREEP DEFL = -0.046" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.039" @ 10'- 6.0" Allowed = 1.004" MAX TL CREEP DEFL = -0.092" @ 10'- 6.0" Allowed = 1.339" MAX HORIZ. LL DEFL = 0.019° @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.030" @ 20'- 6.5" Design conforms to main windforce-resisting 10-06 10-06 system and components and cladding criteria. 1' T '1Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-06-04 4-11-12 4-11-12 5-06-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - T '' - (' load duration factor=1.6, 12 12 Truss designed for wind loads 6.0011 HM-4x4 ------.16.00 in the plane of the truss only. 4.0" 4 r-r M-1.5x3 M-1.5x3 3 u7 e co ° co o� r 7 6 •d- c-,<('�°)C PN 7.9 OFFSS/ c-., M-3x4 0.25" M-3x4 ° C.� 02 M-5x10(5) �� O 9 ,1 1, y �/, E 10-06 10-06 `_ 4/ J, 2-00 y 21-00 1 y` 4,OREGON�° �tV� / -91-y 14, 2() 0 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - D2 MERR(��-� Scale: 0.2794 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 2.204 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 laterally braced at 11RIL.L,8 permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA is the responsibility of the erector.Additional t bracin t continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). Jti f WA$p�� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ e �� �VG �� 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. : 5968360 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses!refit,be used in a noncorrosive environment, 4 �T M• .• design loads be applied to any component. and are(r"dry condtion o use. V 'L. TRANS ID: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge iff 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 ' �.:1' III II I III I I III I I III III TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �r .. 51398 w� 9.Digits indicate size of late 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) �IC���CI13 9 `r`VONALE�G IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 21.00.00 GIRDER SUPPORTING 18-06-04 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7162) 1470 1- 6=(-1256) 6254 6- 2=1 -370) 1962 2- 3=(-4892) 1044 6- 7=(-1246) 6200 2- 7=(-2208) 504 WEBS: 2x4 DF STAND LOADING 3- 4=(-4892) 1044 7- 8=(-1246) 6200 7- 3=( -858) 4054 LL = 25 PSF Ground Snow (Pg) 4- 5=(-7162) 1470 8- 5=(-1256) 6254 7- 4=(-2210) 504 IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 21'- 0.0" V 4- 8=( -370) 1962 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 206.5)+DL( 160.4)= 366.9 PLF 0'- 0.0" TO 21'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -931/ 4525V -94/ 94H 5.50" 7.24 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 21'- 0.0' -931/ 4525V 0/ 0H 5.50" 7.24 DF ( 625) 2 complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ( ) P ND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 16d Common nails staggered at COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9' oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9° oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.091" @ 10'- 6.0" Allowed = 1.004' 9' oc in 1 row(s) throughout 204 webs. MAX TL CREEP DEFL = -0.215' @ 10'- 6.0' Allowed = 1.339" MAX HORIZ. LL DEFL = 0.029' @ 20'- 6.5° MAX HORIZ. TL DEFL = 0.048' @ 20'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. 10-06 10-06 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '( - T All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10 4-08 4-08 5-10 load duration factor=1.6, f 1- ' -- - ----- - Truss designed for wind loads in the plane of the truss only. 12 12 6.0O I/ M-4x6 6.00 4.0" /- 3 4`7( t M-3x6 M-3x6 of 4 o'. M-5x10 M-5x10 l CO CI 0 4,_ ' fT �� ,�D PR OFF S c, 1 x M-3x6 7 0.25" M-3x6 5 ° cam ' > M-7x8(S) cc- ,CIN79 p y t r ), - y - -- y - _ _ y y 5-08-04 4-09-12 4-09-12 5-08-04 21-00 y� ,�OREGON (vim 4O gy14. 2�� P+� JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - D-GIRD 4,1 . 14, Scale: 0.2961 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: D-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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at11'1"B DES. BY' LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 W.A.$p���' DATE• 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �0 L4 �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �i SEQ. : 59683 61 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �y - , Tp TRANS ID: 401525 design loads be applied to any component end are for"dry condition"of use. �' ,� 5.CompuT us has no control over and assumes no responsibility for he 6.Design signa assumes full bearing at all supports shown.Shim or wedge if /��♦ .2 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1:1' II I II II III VIII IIII 11111 111111 TPVWiCA in BCSI,copies of which will be furnished upon request, lines coincide indicate with join[center lines. /i 9.Digits indicate size of plate in inches. 51398 w� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �'{ 4FCj$j$R� •6'SSIONALG . . VIII Ill. This design prepared from computer'input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.2' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) ..... TC: 2x4 nF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12°0C. UON. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.D, ASCE 7-10, BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All ph, h=1 , ), DL ON BOTTOM CHORD = 10.0 PSF ( Heights), Enclosed, Cat.2, Exp.B, MWFRS Dir Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,ON,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to equal typical et stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-05-01 12-01-03 /— T T 12 6.001/ U) c o 0 N. N- c, 0 M-3x6(S) 1 ,`<C�E0 P R OFe,S 0 3 �& r:. i IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-1147) 285 1.6=(-430) 979 2-6=(-355) 232 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=( -869) 246 6-7=(-266) 506 6-3=( -41) 585 WEBS: 2x4 DF STAND; 3.4=( -199) 189 3.7=(-726) 247 2x4 DF q1&BTR A LOADING 4-5=( -10) 5 7-4=(-170) 186 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) •• For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -92/ 777V -140/ 319H 5.50' 1.24 DF ( 625) Connector plate prefix designators: 18'- 6.2' -93/ 815V 0/ OH 5.50' 1.30 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 6'- 5.7' Allowed = 0.880" 6-06-07 5-11-15 5-08-03 0-03-12 MAX BC PANEL TL DEFL = -0.134' @ 4'- 3.4' Allowed = 0.586" �_. I fi i'-1 MAX HORIZ. LL DEFL = -0.012' @ 18'- 0.7' 12 MAX HORIZ. TL DEFL = 0.017' @ 18'- 0.7' 6,00 V M-1.5x3 f- -7 Design conforms to main windforce-resisting system and components and cladding criteria. 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. M-3x4 r, O 0 M-5x6(S) ti o A o a, 0.25" cr, bli\k 6'4 al, A f ct ` RD POFF r" e •.� \�R 0_n ,.. ,7 \0 � R Oc, M-3x4 M-3x4 M-3x4 cc, Z0 � 4. a 2/• E J.' y y 9-06-06 8-11-14 1 I I ('_- CC 18-06-04 -7, ,�OREGONt,, X14, ,O q Y 14, 223\ P+ JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - E2 Scale: 0.2893 �FRRI�L 0 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: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 14f:E. L,, DES. BY- LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at to o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheatlhing(TC)and/or drywall(BC). ,° 4 WASk',� > DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e �� V VC 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. : 5968363 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,T• �T �0 design loads be applied to any component and are for'dry condition'of use ' +�, TRANSI D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or v wedge if fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,I. 6.This design is furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their center ' : / II I I III I I III I II II TPWJfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. „./...; 9.Digits indicate size of plate in inches. = 51398 w MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-190a(MiTek) q1 �4'GI R�Q ,(, SSIONSATELc�G • 1111 111 r This design prepared from comauterrinput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 t TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 101 2.5=(-57) 78 3-5=(-184) 178 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 2.3v(-129) 105 WEBS: 2x4 OF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+0L( 7.D) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0° 0'- 0.0' -111/ 550V -41/ 114H 5.50' 0.88 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.5' -28/ 242V 0/ OH 5.50' 0.39 OF ( 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.' ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9 p pp p VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200° C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267° M,M2OHS,M18HS,M16 = MiTek MT series 5-07-12 0-03-12 MAX TC PANEL LL DEFL = 0.089° @ 3'- 0.2' Allowed = 0.369° f ,. MAX TC PANEL TL DEFL = -0.099' @ 3'- 0.3" Allowed = 0.554' 12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.7" 6.00 V M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.7" 3 Design conforms to main windforce-resisting system and components and cladding criteria. ill 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, c Truss designed for wind loads in the plane of the truss only. •=,- Millillilli � 0 c%> v> 0 v 0 M-3x4 M-1.5x3 1 ��Q`E3 PROFFS y y y ':a I NE sit y y 5-07-12 2 Q`/ ' ZO ' -9 2-00 5-11-08 \ ' 246 E or •9470'7'4'OREGON b, viii 14, 2-°\ P} JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - Fl MRRi��-� Scale: 0.5713 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: 1 C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing most be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing[o insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,,E. L& DES. BY• LA is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • p ty permanent bracing oI continuous sheathin such as t Q g a p plywood required sheathing(TC)and/or drywall(BC). '4 4 WAS/ 41,44" : 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e �� �C � S !� 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. : 5968364 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, �Q' �� design loads be applied to any component. end are for"dry condition"of use. r .� 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS ID: 401525 5.CompuTrus has no control over and assumes no responsibility for the necessary. 01 fabrication,handling,shipment and installation of components. ssumes ponents. 7,Design assumes adequate drainage is provided. , •5_ ' 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 �; 1111111111111111111111111 51398 TPIMlTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 4k 9.Digits indicate size of plate in inches. 16 .0 ' MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ��v ��CI RY cdvn 1k6 IIIIIIIIIIIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 78 3-5=(-184) 178 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-129) 105 WEBS: 2x4 OF STAND 3.4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -111/ 550V -41/ 114H 5.50" 0.88 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.5° -28/ 242V 0/ OH 5.50" 0.39 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: KONG. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,I16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.046' @ -2'- 0.0' Allowed = 0.267° 5-07-12 0-03-12 MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.2' Allowed = 0.369' f f ,. MAX TC PANEL TL DEFL = -0.099° @ 3'- 0.3' Allowed = 0.554° 6.001/ M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c� 0 c� co 0 v co ooh "EMI .. 5 M-3x4 M-1.5x3 1 �cEp PR OFFS 1• 1, 1- c ' IN sit 5-07-12 0-03-12 �o Z0� R - � / O J., y y 2-00 5-11-08 2•0 E f •Killow 7 'Li OREGON D. Ili /O gy14, 2�, P+� JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - F2 4/FRRII..L Scale: 0.5713 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: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �yFiItj,8 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)where and/or drywall(BC). ,� F WA$ DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ �� �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -"vi?.. �1 SEQ. : 5968365 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, '' it + TD (- design loads be applied to any component end are for"dry condition"of use. �/' .� TRANSID: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Dad a sumac full bearing at all supports shove.Shim or wedge if /0�� _�'/ fabrication.handling,shipment and installation of components. necessary. ��s."/ 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 1111111111111 I I I I III TPI/WTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. ,..007 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) '11 O �A 51398 w .6:9,,IO40 •r r • . r r r VIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC it 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=(-127) 107 1-4=(-57) 76 2-4=(-186) 174 BC: 2x4 OF N1&13TR SPACED 24.0° O.C. 2-3=( -10) 5 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG 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 -40/ 99H 5.50' 0.41 OF ( 625) •+ For hanger specs. - See approved plans 5'- 11.5' -29/ 245V Of OH 5.50' 0.39 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (P9) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.091' @ 3'- 0.2' Allowed = 0.369' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.104° @ 3'- 0.3° Allowed = 0.554' 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' 1' '1 T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6,00 V Wind: 140 mph, h=15ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, M-1.5x3 3 ghts),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), (All Hei Truss designed for wind loads s in the plane of the truss only. Tr .NignM111111111.MIA t co co 0 0+) co c co O,- 0 1 ' 4 1 M-3x4 M-1.5x3 .<<.)'st P R OFFS b 1, 1' ��5 CINTWo S25-07-12 0-03-12 r-t ! 1 yf y � 5-11-08 -7` . OREGON „Cr /0 '9 y y 4 V\ P4 MRR �� Scale: 0.5254 law JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - F3 i WARNINGS: GENERAL NOTES,unless otherwise noted: EXP I R ES:1 2/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Dcorporatron of component is the responsibility of the building designer. RRII. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �F+ L 8 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ry perms g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A F WASk,,� 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++ �0 vY� F SEQ. :/� 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 n, ), vf1 SE Q. : 5968366 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. f✓� 1 9 design loads be applied to any component. and are(or'dry condNO ri of use : `j. 6.Design assumes full bearing at all supports shown.Shim or wedge if lifi , TRANS ID: 401525 5.CompuTrus has no control over and assumes no responsibility for the t fabrication,handling,shipment and installation of components. necessary. ' 7.Design assumes adequate drainage Is provided. '' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111 11110111111 I I I I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /° 4. 9.Digits indicate size of plate in inches. ,�1 51,398 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 �FClS7'ER� � �s.10NAL s