Loading...
Plans (7)ill /Ir s rAoi -001?- Oo1 / / 7(3 7 (-<2 ? 4/kir-- n D a� OCT 7 2015 IL T 1 d IFT1GARD s . . i . i , . . _ 7 . IlUfLD C DIVI YON .-. C we- 6.12 . 4 N 6 1 I I 3 I 3 Z l e .t r n A- IB.. l(2) ' ' ' ' , — RS -°- \ -- lc a2 . . , . ,i . . - ° ' '! 1 1 i i O 6.12 r l I 6a I '4 re V 6:12 82(10) ' am[ r nD-a1 2) h D2 \ _ , :=1/4„,(2) 6 D1 8.12 a A2 (4) F1 __ GARAGE RIGHT a _ - it1 , k 19'.5 1/2' 13.-r I 51-6' I 21'-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 05/29/14 TRUSS CALCULATIONS AND ENGINEERED WDRAWINGS FOR STRUCTURAL P LENNAR REVISION-1: DRNFORM ION BU FURTHER �� ' / LENNAR 2892-A MARQUAM AMERICAN DESIGNER/ENG VEER OF RECORD Ar 5 ,P,L SAN. RESPONSIBLE FOR ALL NON-TRUSS 1 DRAWN BY LARRY M REVISION-2. TO TRUSS CONNECTIONS BUILDING 1 ' , 2892-A MARQUAM ANERRWMATAGE RIGHT _ DESVEW EANNGD I NAR OVE R ORD TO . •Tu S S \ 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. • 40'-0' I \t- ', � 1 r , •—r o 6: ^ x12 6 :/// A ? P r r / r 9 v / r . ' . \ E ■ i N E g r n MIRE)(24,. n 1 n a• • 6 12 = ado v , ` (10) - , D2 / 7 - W 9L F3 2 \ T - . '12 -- - 8:12 _ , rit GARAGE LEFT F1----- �A2 (4) k, , - -- 41 i- 19'-61/2" k 21'-0' I 5'-0' I 13'-6' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 05/29/14 PLACEMENT RUSS CALCULATIONS ND TO ENGINEERED STRUCTURAL •� PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER LENNAR 2892-A MARQUAM AMERICAN DESIGNER/ENGNEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: LARRY M REVISION-2: TO TRUSS CONNECTIONS BUILDING i 2892-A MARQUAM E LEFT DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL ;O TRUSS U C C COMPANY y DELIVERY LOCATION: SCALE- REVISION-3' DESIGNS PRIOR TO CONSTRUCTION. « J J 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).••i �� �W i pPROFFp,.]G1-1 4 • ' ` �4 S< Sj p � O�r CINCF ti� • I • Ra ire 1. • s,,, . tC�fi o N g .fz,,I f D`:G0'26,,E" V3 d O`sr14-b 7 •EU �A '/•f)A. J01��'� 4, SIQNAL'�, ,: . �.,,,.....� ;�; q/13 EXPIRES 6 130/16 ' 11 111 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0° (COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF 41&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12°OC. UON. LOADING 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), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 42.0 PSF load duration factor=1.6, Connector plate prefix designators:Comp TOTAL LOAD = 42.0 PSF Truss designed for wind loads M,M2 HS,M18HS (or = MiTek MT = CompuTrus, Inc in the plane of the truss only. M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. Refer to equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 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. 6-09 6-09 �_to PROFFS tz �O. IN I? s/p2 12 M-4x4 6.00 1/ \I 6.00 3 �C 'C i, E 9c �G ,L.OREGON�� �CV� ,x471&.13� '9Y 14 20 '-E- RI�\-6 0 CO PIRES:12/31/2015 a CO 4 co o C. • 1 M-3x4 M-3x4 y ,' b 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: Al 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. NOR-RILL 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced at O��' L e 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). J� of WA$ >, DATE• 6/20/2014 Ne overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q 'S II, T ,A SEQ. : 5968351 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �T . . - 0 design loads be applied to any component. and are for"dry condNOn"of use w a: �, TRANS ID: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Dad ign assumes full bearing at a supports shown.Shim or wedge if / n I//1 a j 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 8.Plates shall be located on both faces of truss,and placed so their center '°r- II I II II III I VIII III III I I II III TPIANTCA in BCSI,copies o(which well be umished upon request. lines coincide oath taint center lines. 9.Digits indicate size of plate in inches. ,,A 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basin connector plate design values see ESR-1311,ESR-1988(MiTek) �0 �4•CI R� Si �SSIONAL G . • 10 1E11 0111 z r r ' ThiIFddesignBpreppared from computer input by 4.. PA r LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ^,A TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-27) 509 6-3=(0) 311 BC: 2x4 OF M18BTR 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 HOAZ BRG 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 TC 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' 6-09 6-09 Design conforms to main windforce-resisting system and components and cladding criteria. T T T 12 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 6.001/ IIM-4x4 X6.00 (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. 1.1 N- o co c co co O ■■ O 6. fi 1 O 1 M-3x4 M-1.5x3 M-3x4 ��� .D PROFESS c� I N, R y - y �Q� 2" a 0297 6-09 6-09 J, y y y Ale, 2-00 13-06 2-00 ,..."•!-- yG if OREGON�t, 441 /O qJ 14, 2� - e. JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - A2 MFRRI�� Scale: 0.3924 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPI RES: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: 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 lotRILL 6 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 uch as plywood sheathing(TC)TC and/or dr DATE: 6/20/2014 g P riv e( s ywau(BC1. 1r ._0 WAS C1 ), the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown+* �/ 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. K. C SEQ. : 5 96835 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Q g " 0.1,2y �0 design loads be applied to any component end are(or'dry conditi on'of use :. .� 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, r 0 it _ 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. , t�lirj IIII I I I Ell III I I I I III TPIMlTCA in SCSI,copies of which will be furnished upon request. lines coincide oath 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) �� +Q�.Cr RSQ �'6,„ ECG, III II 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' D.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 <= 12'0C. UON. LL( 25.3)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1232) 367 BC LATERAL SUPPORT <= 12°0C. 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) M-1.5x4 or equal at non-structural 0'- 0.0° -194/ 1013V -88/ 103H 77.00° 1.62 OF ( 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 DF ( 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. �OQND. 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,CH,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 T T system and components and cladding criteria. T 5-01-10 T 4-07-02 T 4-07-02 T 5-01-10 T Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),lead factar=1.6 Cat.2, Exp.6, MWFRS(Dir), 12 12 duration 6.00 I/ HM-4X4 ."---.16.00 Truss designed for wind loads 4.0" in the plane of the truss only. i 4 -� M-2.5x4 or equal at non-structural diagonal inlets. -3x4 M-1.5x3 CD d N O CO C) CO o ?6o k�ED PROFFS ° 1 M-4x8 M-3x4 ° 5� IN� �'/ M-3x4 \ Gi9 O Cc ? 210 E 29< y y ), y 5-10-03 3-10-09 9-08-12 b y y `•�.- 2-00 19-05-08 -y` 4/OREGON N t, ��Q /O Al/** 14, 2° 4 MRRI�L� JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B1 Scale: 0.2909 WARNINGS: GENERAL NOTES,unless otherwnsenoted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced attRWRILASIM414)., DES. BY: LA is the responsibility of the erector.Additional permanent bracing of coos.and at 10'o.c.respectively unless braced throughout their length by ntinuous sheathing such as plywood u eathin ere)and/or drywall(BC). �`ti� 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.Installation of truss is the responsibility of the respective contractor. Q �, it S EQ. : 5968353 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" elli, 0 design loads be applied to any component. and are for-dry condition"of use , ;. 1, 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 fabrication,handling,shipment and installation of components. necessary, l,�" 7.Design assumes adequate drainage is provided. 0: %�--k, --�'� 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/ II Mil I III I VIII VIII VIII VIII III IIII TPIM7rCA in BCSI,copies of which well be furnished upon request. Digits coincide with joint ate inr nche. /`' 'i 51398 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) r) ��CISTER� ,(tr �ss10NALV,14G IP c a I- t 1111 00 II This design prepared from computer input by c L , * PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ...„* TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- B=(-195) 1060 3- 8=(-324) 245 BC: 2x4 DF #1&BTR SPACED 24.0' O.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 IC LATERAL SUPPORT <= 12°OC. UON. 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 BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.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 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5' -177/ 1045V 0/ OH 5.50' 1.67 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �DQND. 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'- 13.7' Allowed = 1.236° MAX LL DEFL = 0.040' @ 211- 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 Wind: 140 mph, h=21ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, IM-4x4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ v 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads /- 4 4',7,1' y in the plane of the truss only. M-1.5x3 41111111111 M-1.5x3 3 to o e N O CO Ch CO O O c si " l 6 o ,`'''' P R OFFS ° 1 M-3x4 M-3x8 M-3x4 ° �� IN� R s�0 at sg"2i• E 291.-- y y 1, 4 9-08-12 9-08-12 II,I, y y ), `. .� 2-00 19-05-08 2-00 yL OREGON N� �lv /...,O 9y 14, 2° P} JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - B2 . MFRRi��-� Scale: 0.2978 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: 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �ERRILL e 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 Q continuous sheathing such as plywood required ing(TCs and/or drywall(BC). J1 V WASII �' DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 17 > �jy �'� 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. A, C SEQ. : 5968354 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 �. TO end are for"dry condition"of ue �', ,� design loads be applied to any component. 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 if / / �^ fabrication,handling,shipment and installation of components. necessary. WI .0��� r -_� 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 1i/j 11111 111111111111101111111111 TPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with loin)center lines. �i'. 9.Digits indicate with of plate in inches. /• 51398 Q,r 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���FCts1�R� �� ss/ONAL EG�-G 1111111011 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 N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8922) 1938 1- 6=(-1668) 7800 5. 2=( -516) 2558 BC: 2x6 DF SS 2- 3=(-6130) 1374 6- 7=(-1652) 7722 2- 7=(-2694) 638 WEBS: 204 OF STAND; LOADING 3- 4=(-6130) 1374 7- 8=(-1652) 7722 7- 3=(-1148) 5176 2x6 DF #2 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 <= 12.00. UON. BC UNIF LL( 300.0)+DL( 224.0)= 524.0 PLF 0'- 0.0' TO 19'- 5.5' V BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX H08Z BRG REQUIRED BRG AREA ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SD.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 OF ( 625) C,CII,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 ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.) 11;1 Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.100' @ 9'- 8.7' Allowed = 0.927' 9' Sc 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 OEFL = 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 .0 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-05-06 4-03-06 4-03-06 5-05-06 load duration factor=l.6,Truss designed for wind loads in the plane of the truss only. 12 12 6.001/ M-5x6 '7-116.00 5.0" /- 3 3.3" M-3x8 -3x8 0 4 N 0* A O U7 M-5x10 M-5x10 o ,A. it - it o 1 s a' 7 e s U ° M-3x8 M-7x10 M-3x8 ° )N� ,9 WO cc ' 2 U E 9r- 5-03-10 4-05-02 4-05-02 5-03-10 y 1 y f 9-05-08 OREGON t" 4.41 cr 32-/ 4,9 r t 4 26\ JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - B-GIRD MF�Ri��-� Scale: 0.3138 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/20155 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en 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. `A�RRILL e 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at lr. 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 commnuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41.C'' f WA$ DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. .C4' C es 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 r,� -:. TO design loads be applied to any component. and are for"dry condition'of use. fns v- �. ,� 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 / / ". r fabrication,handling,shipment and installation of components. necessary. WI '1a �.�' 7.Design assumes adequate drainage is provided. ((Jr I 0 �� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .. I III II I I II I VIII VIII I II I II I III TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. n /iL r 9.Digits indicate size of plate center inches. '� 51398 cp MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) Off. 4, 513 8,o • •6:5,S1ONAC.ti14G. * • !- VIII III This design prepared from computer input by t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' .......14 TC: 2x4 DF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0° O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12°OC. UON. LOADING 1.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 140 mph, h Wind: = BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Win DL ON BOTTOM CHORD = 10.0 PSF All Heights),=2 Enclosed, Cat.2, Ex p. B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=l.6, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads M,M2OHS,M1BHS,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 end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-00 13-00 1' 1' 1' 12 IIM-4x4 12 5��„ . 0 PR°Fe0 6.00 i/ 3 \I 6.00 t ? 2i. E 9>' ..,?Arge 4/ yL Aye OREGON�t �4, /O gy14, 2� P} CD 0 MFRRILL� EXPIRES:12/31/2015 0 I g� 1� CO 1 M-3x6(S) ° M-3x4 M-3x4 y y y 16-00 10-00 y y y 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: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �p� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at AER+uj-L V 2'o.c.and at 10'o.c.respectively unless braced throughout their length by C�� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood Shea hmg(TC)end/or drywall(BC). ,`5) F wA$� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+c- �0 aC 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. : 5968356 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 fie ; �0 design loads be applied to any component. and are for"dry conditi on"of use. / vl,. .� 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 /��i // fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. tik r 0.l 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 ,. ^ I,-�' II I I I I I I I III I I I I ill TPIIWTCA in BCSI copies of which will be furnished upon request lines coincide with joint center lines. r 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) Q� ��C, R� sTa SS'0NALSv- IIII Ill 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 DF #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 DF STAND 3. 4=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 LOADING 4- 5=(-1594) 425 B- 5=(-387) 258 TO 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 BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.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 OF ( 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/181 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, T T 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, 1' - I - - Truss designed for wind loads in the plane of the truss only. 12 12 6.00 I/ M-4x6 '--,1 6.00 4.0" A- 4 . ' uu M-1.5x3 M-1.5x3 in rn 0 o o <(�Ep PR OFF0 n o 0 INN " 6 o C� (Nff,9 /Q2 0 1 M-4x4 M-3x4 0.25" =M-4x4 0 ��' 9 f- M-5x8(S) - 2�� E k 8-10-03 y 8-03-11 y 8-10-03 y f'-- �_P y 2-00 y 26-00 y -yG 4OREGON�b` A. /O " y14, 2��0" JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - C2 Scale: 0.2305 'yRR(�L WARNINGS, GENERALNOTES,unlessothervnsenoted: 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. RB.I. 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to he laterally braced a[ Q L 40 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). ,aS 4 WA$f f DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 1" wo Li1 �� 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 �, �, SE Q. : 5968357 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, A. Q� design loads be applied to any component. and are for"dry condition"of use ti .-.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 i � ' fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. tr'1 �>+�----�-, -�7 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 - IIII I II 11 11 III I 1,1 II III TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /il 9.Digits indicate size of plate in Inches. 'P 51398 !t: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) OAF��G!$TER� ,(rr SSJONAL sG ti C e , r ,- ,1 III III This design prepared from computer input by r 1 . PACIFIC LUMBER-BC v . LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/GDF/Cq=1.OD ,.1, TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 101 2- 7=(-315) 1529 3- 7=(-383) 261 BC: 2x4 OF M18BTR 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) 25B IC 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 BRG REQUIRED BIG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) For hanger specs. - See approved plans 0'- 0.0' -220/ 1334V -127/ 141H 5.50' 2.13 DF ( 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,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. M,M2OHS,M18HS,M16 = MiTek MT series 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 OEFL = 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" '1' j (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, '1 1. .' 1' i Truss designed for wind loads 12 12 in the plane of the truss only. 6.001/ M-4x6 \1 6.00 4.0" 4 N ub M-1,5x3 M-1,5x3 co 0 o o, ��Ep P R OFFS o 7 13, ..s�� -o ��5� rI N� R �/O o =M-4x4 M-3x4 0.25" =M-4x4 0 i� E 29�/- M-5x8(S) r r r i 8-10-03 8-03-11 8-10-03 / - y 2 0o y 2s-oo y vG 4f OREGON,, AZI /O -9), � 14, 2 P-1- JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C3 MRRIt,L Scale: 0.2294 WARNINGS, GENERAL NOTES,unless otherwise noted. EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability dunng construction 2.Design assumes the top and bottom chords to be laterally braced at �E1RIL.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;y WAS Q •the overall structure is the res onsibih of the building deli continuous sheathing such es plywood sheathing(TC)and/or drywall BC. `4: DATE: 6/20/2014 P tY 0 gner. 3.2x Impact bridging or lateral bracing required where shown++ ��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 Q° j'' (^i, SEQ. : 5968358 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, !!! design loads be applied to any component. and are for"dry condition"of ue. �f. ,� 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 d � � fabrication,handling,shipment and installation of components. necessary, 0 4r� 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. ° �� err-- -`:, �---2 1111011111 IIII III I III 0 Y 8 Plates shall be located on both faces of truss,and placed so their center ,/01 TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /:y "'t 9.Digits indicate size of plate in inches. 51398 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) Q� �4CI.' �S'VONAL ti'1G IIII Ai 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.] TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF k1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. UON. LOADING 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 ph, h=15f Enclosed, GBCDL EO, A, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load Heights) fEnclos1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Connector plate prefix designators: Gable end truss on continuous bearing wall UON. C,CH,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g 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 12 IIM-4x4 12 6.00 3 = 6.00 �Q,E0 PROFFS, R �\.. ci NNNE R wo to CO ....., 14 ,�C ? i• E cc yL �OREGON1�, �� /0 9y 1a 2- P+ 0 MERR1��-0 CO EXPIRES:12/31/2015 M \ 4 M O �O p 6 O M-3x6(S) A- M-3x4 M-3x4 y y ,i- 10-06 10-06 i r 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. RRII. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at (li E L 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)andlor drywall(BC). `O WAS DATE• 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ X01 ��iYC �� 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. : 5968359 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,�`r KL:. 0 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.Design assumes full bearing at all supports shown.Shim or wedge if necessary- _......./IP' 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 , ;;`'�% IIIIII II II(IIII Hill VIII I II III II III TPI WTCA in BCSI,copies of which wall be furnished upon request. hoes coincide with joint center lines. 4V 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) QI ���'i/.ST1rR`Q ,(r, �`s"ONALEt1 G V r t c_ II III This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 __.4 TC: 2x4 DF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 101 2-7=(-285) 1158 3-7=(-357) 258 BC: 2x4 DF N1&BTR SPACED 24.0' O.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 BAG REQUIRED BAG 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 IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacinq.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.039" @ 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. f f (Wind: 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 f f f f f (All oad duration factor= 1 Cat.2, Exp.B, MWFRS(Dir), .6 12 12 Truss designed for wind loads 6.001/ HM-4x4 Q 6.00 in the plane of the truss only. 4.0" ON 1.1 M-1.5x3 M-1.5x3 3 c, co co 0 if-,- s ,I_ a6 o <0.s. PROFFS ° 1 M-3x4 0,25" M-3x4 ° Q..i CIN761 s/�i% M 5x10(S) CC ' 6 E 9�y y y / 10-06 10-06 Ailow 2-00 21-00 y` ii OREGON �Ix As."'"/0 ":1). 14 Zp 0- JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D2 MFRRi��-� 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 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �p�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atF,RRIj.L. DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecUvely unless braced throughout their length by d the overall structure is the responsibility of the building desi continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 41 1;WAS4 `-fe DATE: 6/20/2014 ponsi ty g gner. 3.2x Impact bridging or lateral bracing required where shown++ 'r , ',I/0 �O 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 ,� 4, � ,P SEQ. : 5968360 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' design loads be applied to an component. and are for"dry condition"of us ,� n PP e (v �' .',. C� 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 if /���� fabrication,handling,shipment and installation of components. necessary. q drainage provided. �i ' j 7.Design assumes adequate draina a is J > -� 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 - II II III Hill III I I II II TPI/WTCA in BCSI,copies of which will be furnished upon request. hoes coincide with joint center lines. ■ 9.Digits indicate size of plate in inches. '� 51398 w MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) �IC`��FCISTERc��� SSIONALE4G 1E11111 II 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 IC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7162) 1470 1- 6=(-1256) 6254 6- 2=( -370) 1962 BC: 2x6 DF SS 2- 3=(-4892) 1044 6- 7=(-1246) 6200 2- 7=(-2208) 504 WEBS: 2x4 DF STAND LOADING 3- 4v(-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 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0' TO 21'- 0.0' V 4- B=( -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 SQ.IN. (SPECIES) C,CN,C18,CN1B (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,M20HS,M18HS,M16 = MiTek MT series 21'- 0.0' -931/ 4525V 0/ OH 5.50' 7.24 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at-p�D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf1 uplift at 24 'oc spacing. 9° oc in 1 rows) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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 rows) throughout 2x4 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,BCOL=6.0, ASCE 7-10, T T -) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10 4-08 4-08 5-10 load duration factor=1.6, T f T ' - - T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 Q 6.00 4.0" 3 r'---4 M-3x6 M-3x6 0 4 40 Ak 0 u7 M-5x10 M-5x10 cn Ch Cr 1� 6 7 0.25" 8 x5 o IN / M-3x6 M-3x6 Q M-7x8(S) ' , ' 2S0 FE 29" y y y y y 5-08-04 4-09-12 4-09-12 5-08-04 A /• 1- Cr 21-00 �G A OREGON�b, �<4, /C "y 14 2p P} JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D-GIRD MRRi��-� 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 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 ORRILL B DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of erector.Additional the permanent bracing of continuous sheathing such as plywood required where s and/or drywall(BC). "s' O4 Wqg A4. r, DATE: 6/20/2014 Me 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. ,O� 44' b �.A SEQ. : 5968361 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q O design loads be and are for conditlon'of use g applied to any component. "dry v i:''' - TRANSI D: 401 525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifs fabrication,handling,shipment necessary. J ' g pment and installation of components. 7.Design assumes adequate drainage is provided. �! - �-7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and laced so their center i III II II I III I VIII VIII I I I I II III TPIANFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. p /:` ter 9.Fo Digits indicate size of plate to Inches. ,,A 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) w Odd FOIS's0v . ssIONAL G ti I'll III r. PACIFIC SLUMBprepared from computer input by '44., LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.2' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.I >J TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 41&BTR SPACED 24.0' 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. IC LATERAL SUPPORT <= 12'0C. 008. LOADING Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT 4= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Heights), Enclosed, a . , Exp.B, MWFRS Dir DL ON BOTTOM CHORD = 10.0 PSF (All Hiht El d Ct2 E p' ( ), 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,M2OHS,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 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. 6-05-01 12-01-03 T 4' / -/ 12 6.DO / En Lo 0 0 N- O 0 rn 00 M-3x6(S) 40 1 -<<,- D PR op o -- � CG I N .4 �O 3 2 �C = 2es E of M-3x4 18-06-04 ` y 4,OREGON��, �� /O y 14, 20 P'It" M �� JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - El FRRI Scale: 0.3194 WARNINGS: GENERAL NOTES,unless othervnse noted: EXPIRES:12/31/20155 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E 1 and Warnings before construction commences building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at _Itfi'RIULL ^ DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l� Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing uch as plywood sheathing(TC)TC and/or dr ), DATE: 6/20/2014 e P v 9( ) ywau(ec). rl pF WASg 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. AS S E 0. : 5968362 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �Q �0 r and are for"d condition"of usedesign loads be applied to any component. rY v v �, TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes(ull bearing at all supports shovm.Shim or wedge if ��fabrication,handlin p p necessary. O /1 g,shi ment and installation of com onents. 7,Design assumes adequate drainage is provided. 6. A �1 + 1::9:8:IV0 -----) 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of buss,and placed so their center - ci2' II I I I I I I III I I I I II TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with taint center lines. /� r 9.Digits indicate size of plate in inches. ad 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) �� !U +�� CIST'ER �' SSIONALE�� VIII IIII 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 TC: 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 111&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 BEG 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) 18'- 6.2' -93/ 815V 0/ OH 5.50° 1.30 DF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CIJ,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT ORD DEON(5) SPECIFIED BY IBC 2012. M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for nett-5 Dsf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026' @ 6'- 5.7' Allowed = 0.880' MAX BC PANEL TL DEFL = -0.134' @ 4'- 3.4° Allowed = 0.586' 6-06-07 5-11-15 5-08-03 0-03-12 1' T 1 T 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 / Design conforms to main windforce-resisting I system and components and cladding criteria. I 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. -3x4 0 o Lo ti M-5x6(S) " A o 0 on 0.25" on co o- ti s , -< Y° IPN OF�ss/ I.. s co ° M-3x4 M-3x4 M-3x4 ��� zp 9 2.11 E f k y y 9-06-06 8-11-14 �� y y f_ 18-06-04 -74- ,,OREGON \� �� /O 9y 14, 2° # MFAR ILA- JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - E2 Scale: 0.2893 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: E2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. R .L 8 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced a[ E 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 ueathin where)and/or drywall(BC). 4ti Of WA$h,,� 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 VYC �� 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 A• .p SEQ. : 5968363 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere tube used in a noncorrosive environment, &'C Iif, 0 design loads be applied to any component. and are for"dry condition"of use. I O• 1 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 if " necessary. 0 4 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. -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 1 t*r--- II I I III I III II I I II III TPIiWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �(!• r 9.Digits indicate size of plate in inches. ,,A 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) �0 ��0I ?= ,(rr� STE q �SSIONALG S. 11 I II r This design prepared from computer input by 40; PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ,-..f' TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 78 3-5=(-184) 178 BC: 2x4 OF k18BTR SPACED 24.0' O.C. 2-3=(-129) 105 WEBS: 2x4 DF 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 SQ.IN. (SPECIES) OVERHANGS: 24.0' 0.0' 0'- 0.0' -111/ 550V -41/ 114H 5.50' 0.88 OF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.5' -28/ 242V 0/ OH 5.50' 0.39 OF ( 625) IA-1.5x4 or equal at non-structural vertical members (eon). 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. '. For hanger specs. - See approved plans 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,C1B,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° MAX TO PANEL TL DEFL = -0.099' @ 3'- 0.3' Allowed = 0.554' 12 MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7' 6.001/ M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' 3 Design conforms to main windforce-resisting co system and components and cladding criteria. il 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. as 0 M co O V M-3x4 M-1.5x3 i ��Q,,.D PR OFFS y y y ., I Nor s�2 y 5-07-12 0-03-.J12 ��� 2�l/ 9 O 2-00 5-11-08 2�� ;7: �/' yG A OREGON1� , /O qy 14, 2.�Q'k- JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - Fl MFARi�� 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: F1 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 b$RRILL,e DES. BY: LA 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywrall(BC). ,,S WASc. �,� DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 59 683 64 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to bee used in a non-corrosive environment, ' /`L - To design loads be applied to any component and ere for"dry conditlon"of use .`' .1, 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 d �"� necessary. /) fabrication,handling,shipment and installation of components. 7. •Design assumes adequate drainage is provided. ' 0�l �� 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 centeri(/ III I I I I Ell III I I I I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. /�,;, 9. Digits indicate size of plate in inches. `7' 51398 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) '14.4,‘��Cr R� ,(rr SS'ONA F'�Ge`,_ 111011111 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 fl1&BTR 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 DF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) OVERHANGS: 24.0' 0.0' 0'- 0.0' -111/ 550V -41/ 114H 5.50' 0.88 OF ( 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 COND. 2: Design checked for net(-5 05fl uplift at 24 'oc spacing.) Connector plate prefix designators: g C,CN,CI8,CN18 or no prefix) = Com uTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( P ) P VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,k116 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF 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' 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 M-1.5x3 4 MAX HORIZ. TL DEFL = 0.001' @ 5'- 7.7' 3 Design conforms to main teindforce-resisting system and components and cladding criteria. LI MC Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=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. In ra 0 CO m 0 • a CI . 5 M-3x4 M-1.5x3 1 A- y 1, )" 5��' I N OFFSS> y y 5-07-12 0-03-12 ��C� zi 9 * \ ' 2ISFE Of 2-00 5-11-08 Ael, -y` 4 (v OREGON /O q' 14, 2-�Q�� JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - F2 MRRi�� Scale: D.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: I C 2 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. RR[I, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to 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 P ty P g continuous sheathing such as plywood ueathin where)and/or drywall(BC). ,10 OF W.'�.Sj/�, 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.v C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 59683 65 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ‹T&T TP design loads be applied to any component. and are for'dry condition'of use t.A P. TRANS ID: 401525 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 Fy1 fabrication,handling,shipment and installation of components. necessary. •0/' 7.Design assumes adequate drainage is provided. \ -�> 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center 4;!---' IIII I I II I I III I I I I II TPIIWTCA in BCSI,copies of which well be furnished upon request. fines coincide with joint center Tines. �Z:. 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) OAF�FCISTER� (r ss'ONAL G 4 r ,.. 11110 III This design prepared from computer input by �`► �_ PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 \ \ TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-127) 107 1-4=(-57) 76 2-4=(-186) 174 BC: 2x4 OF H1&BTR SPACED 24.0' 0.C. 2-3=( -10) 5 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 BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 256V -40/ 99H 5.50° 0.41 DF ( 625) For hanger specs. - See approved plans 5'- 11.5' -29/ 245V 0/ OH 5.50° 0.39 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( M,M20HS,M18HS,M16 = MiTek 1,1T series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX IC 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 0-0 3-12 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.7" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 V Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1,010, -,, load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. In co co 0 0 co co co o/- a M-3x4 M-1.5x3 ,<(,,P P R OFFS J., 5-07-12 0 o3i2 K? CINI)Elt?p °127), y a6• 9r- 5-11-08 `q.v : II -52... 47 OREGON ,, �� /D -41- 14, 20 P+� JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - F3 4/4;RR11..\-R) Scale: 0.5254 V f WARNINGS: GENERAL NOTES,unless othervnse noted EXPIRES:12�f/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+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability dunng construction 2 Design assumes the top and bottom chords to be laterally braced atgItRILL B DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 19'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 1� WpS `r- DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ J QF A-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. Q) ,S' f° Ce �',3 SEQ. : 5 968366 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition'of use. As. M K.'=. 9, TRANSID: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Desian assumes full bearing at all supports shown.Shim or wedge if III !-. fabrication,handling,shipment and installation of components. necessary. ,0,l 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 /;Z,, IIII III I I III I I III III TPIANTCA in BCSI,copies of which well be furnished upon request. lines coincide with joint center lines. f't%t 9.Digits indicate size p plate m inches. ((MiTek) /,, �O ��3 . ��� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1g.For basic connector plate design values see ESR-1311, -1988 MiTek +� CISTER �' ONAL ti.