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Plans (55) /fit c U I S"('C7 c 7 (0),OCe 45(,t, G)71\ /rtr -1--),, `1'1( i `,. ..=C 2 2 2015 1 jy 8:12 I / 1I I / N L , I C? 1 E a i _■ J : c' - ki r A A Ir t 1 N \ f 0 , le lib5 • 8.12 a • bz 8:12 B2(10) D2 �. 767,1 Z0 D2 D1 8.12 2? s. !2 (4) Fl GARAGE RIGHT , Al I- 19'-51/2' k 131-6' _I_ 643' I- 21'-0' 4 ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 05/29/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PacuALurnher LENNAR 2892-A MARQUAM AMERICAN DESIGNER/ENG N BUILDING PLAN: DRAWN BY: LARRY M REVISION-2: ' RESPONSIBLE FOR ALL NON-TRUSS c i TO TRUSS CONNECTIONS.BUILDING 2892-A MARQUAM E RIGHT DESIGNER/ENGINEER OF RECORD TO & TRUSS 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. . • 40'-0' ..r S. I ; . r 0 c / / X i / a i V C.7 z 4 4 be e i D3 li Cri ba g r s 6.12 o a c�V * W / )' B2(10) 6:12 ae. �(211. . e.1: ' - Bi D2 —4 _ , D1 4F3 (22 8_ GARAGE LEFT F1 (4) t1.1 61 I- 19'-61/2' I- 21'-0' I 6'-r I 13'-0' 4 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 05/29/14 PLACEMENT NLY.REFER TO TRUSS CALCOULATIONS AND ENGINEERED STRUCTURAL p a_aiii PROJECT REVISION-1: DRAWINGSMTUFD FORumber LENNAR 2892-A MARQUAM AMERICAN GNEEROFBUILDING INFORMATION. R CORD PLAN: DRAWN BY: LARRY M REVISION-2: TO FOALL NOB-TRSS RE TRUSS CONNECTIONS. TIONS.BUILDDING 2892-A MARQUAM E LEFT DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & TRUSS 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. l 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. Compulrus 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 OIj PROF P O F tt- 0")'Na) r.� ..; . G 0 24249 �� 10 Y261gr% D AbrS11 /°A.J 01'tN 1 f 3 I SIpNAL /0/10 EXPIRES 613011. 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTA SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,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 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 ���Ep PRQp 12 T 12 �5 I N q `�/O 6.00 1 - M-4x4 3 6.00 �� 20 �9 IRI �� E r /,A-4411111°. - II �G ,�OREGON � �� �O q y 14, 2)� �� 0 MERRIL\-6 C EXPIRES:12/31/2015 C o 3-/— Mad111111111111111111111111011111101111111111111111111011111111111111bEt ro 0 / M-3x4 M-3x4 1- ,) 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 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 ORRII.j,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;y 0 WAS continuous sheathing such as plywood sheathing(TC)and/or drywall BC. vY DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �QF �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. C SEQ. : 5 968351 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, �P� - �Q design loads be applied to any component. and are/or"dry condition'of use ,� TRANS I D: 401525 6.Design assumes full bearing stall supports shown.Shim or wedge if I'' S.CompuTrus has no control over and assumes no responsibility for the 9 40 necessary. fabrication,handling,shipment and installation of components. 6.This design is furnished to the limitations set forth by8.Design assumes adequate drainage is Provided. III I II I II I I I IIII IIII II III g subject 6.Plates shall be located on both faces of truss,and placed so their center TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint 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) O,(�,i, 51'9Rs �?' SSIONAL G♦` 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-6=(-27) 509 6-3=(0) 311 BC: 2x4 DF k18BTR SPACED 24.0' O.C. 2-3=(-676) 114 6-4=(-27) 509 WEBS: 2x4 OF 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 BRG REQUIRED BRG AREA OVERHANGS: 24.0° 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.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,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 '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 = 0.04D" @ -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" Design conforms to main windforce-resisting 6-09 ,, 6-09 '1' system and components and cladding criteria. 12 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.001 = HM-4x4 ."----.16.00 (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 r- 0 co 0 v co t7 o o El o 6 �_.. M-3x4 M-1.5x3 M 3x4', ,(c�Ep PROrec, IN� 9 / y y y �O. •- •• goI2. Wo 6-09 6-09 b y y y 2-00 13-06 2-00 /_- � OREGON, �(( /O'yF0. 14, V P+ e. JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - A2 Scale: 0.3924 RRi�� 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 L e DES. BY: LA is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,..\,'0 4 WASE)�: DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ e. , , . , , 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. . 'c r, J, .� 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, A5 v 0• � design loads be applied to any component and are for"dry condition"of use. / .- 6.Design assumes full bearing at all supports shown.Shim or wedge if CC" TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for Me necessa 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 B.Plates shall be located on both faces of truss,and placed so their center �� ,i 1' Milli II II I IIII 111111111111111111111 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. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) �O� �A�1398� �sS!ONLA 'C' 1E III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x4 OF P1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-292) 1056 3- 8=(-361) 250 BC: 2x4 DF k1&BTA SPACED 24.0' O.C. 2- 3=(-1254) 367 7- B=(-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. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1232) 367 BC LATERAL SUPPORT <= 12'OC. CON. 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/ 1039 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) Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5' -109/ 805V 0/ OH 5.50" 1.29 DF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series 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 = -0.034" @ 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 -- '1' system and components and cladding criteria. 5-01-10 T 4-07-02 T 4-07-02 T 5-01-10 ,r Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 HM-404 12 load duration factor=1.6, 6.00 / 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 M-2.5x4 or equal at non-structural diagonal inlets. 1.1 M-3x4 M-1,5x3 o d jN O CO C'J Ch C) A - =I i e �6 o �Ep PROFF O 1 M-4x8 M-3x4 O4.3<(.. Mi 9 t9/...M-3x4 �cc, a 2•I E 91.-- ,t, )- I I 5-10-03 3-10-09 9-08-12 I y I f--•.- 2-00 19-05-08 7i- 41OREGONN� �lv� /O " P- 2V 14, + JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - 81 Scale: 0.2909 MERRiO-s?) 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 Tr u s s: 131 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atRRiI.I,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 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++ �n few, �.pS 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. C SEQ. : 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, �Q �O design loads be applied to an component. and are for"d condition"of use. g pp y o ponent. "dry TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.nDe signa assumes full bearing at all supports shown.Shim or wedge 4 i 04 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 B.Plates shall be located on both faces of truss,and placed so their center r II I I I III IIII II II I I I III in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �� 9.Digits indicate size of plate to inches. 51398 <{/� MiTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) Q 4,„ .Q �'ss10NALti�G IIIA MI 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- 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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 309 BC LATERAL SUPPORT 5= 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 BEG 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,MI8HS,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 [COND. 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 = 0.040' @ -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'- 8.7" 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" I 'f T 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, I M-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 'T in the plane of the truss only. 1 M-1.5x3 M-1.5x3 o' N CO o o 4- s o tp,EO PR OFFS 0 1 M-3x4 M-3x8 M-3x4 ��c.c. Z0• � R S/�29 y_ I 2.. E r .I'' y y Aft' 9-08-12 9-08-12 _r. 2-00 19-05-08 2-00 -52. ,,OREGON�tx A;4/<0 -9k 14, 2° Q+ MFRRI0- Scale: 0.2978 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - 62 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 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 sheathingsuch as I 9 plywood where s and/or drywall(BC). 4ti OF W/+$' O r' 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 ti 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. : 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, 4 �e rit+' TO design loads be applied to any component and are for"dry condition"of use. /i-. jilt- 1, 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 f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is Providednecessary. OW' � � ' 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center �.: II II Mil(IIII I 11011 II II II I II I I I I III TPI VJfCA in BCSI,copies of which will be furnished upon request. git coincidenictwith joint ate Inrnche. 9.Digits indicate size of plate In inches. '� 51398 ty MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) :. ��C, R� IIII III 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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8922) 1938 1- 6=(-1668) 7800 6- 2=( -516) 2558 BC: 2x6 DF SS 2- 3=(-6130) 1374 6- 7=(-1652) 7722 2- 7=(-2694) 638 WEBS: 2x4 IF STAND; LOADING 3- 4=(-6130) 1374 7- 8=(-1652) 7722 7- 3=(-1148) 5176 2x6 OF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-8922) 1938 B- 5=(-1668) 7800 7- 4=(-2694) 638 IC UNIF LL( 50.0)+OL( 14.0)= 64.0 PLF 0'- 0.0" TO 19'- 5.5" V 4- 8=( -516) 2558 IC LATERAL SUPPORT <= 12"OC. CON. BC UNIF LL( 300.0)+DL( 224.0)= 524.0 PLF 0'- 0.0" TO 19'- 5.5" V BC LATERAL SUPPORT <= 12'OC. CON. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1246/ 5721V -85/ 858 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 OF ( 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. [COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.[ Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 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 ' ) (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 1/ M-5x 6 \I 6.00 s- 3 3.3" M-3x8 M-3x8 rn 4 0 M-5x10 \ M-5x10 o 1 - LO i_ i61 4 =7 �� IB . 5 o <(' PN OFFSsi O M-3x8 M-7x10 M-3x8 0 R X44\ 0/ o29f 5-03-10 4-05-02 4-05-02 5-03-10 r l l °�.- 19-05-08 CC OREGON <0 .1.-0 ,O -9 y 14 2O\ P4 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - B-GIRD MERRi�� 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 must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced atRRILL 6 DES. BY: LA2'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 sheathingidgig such as plywood in ere s and/or drywall(BC). 4 0 WASIN, 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. ,Or '4' C� t. 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 �, p design loads be applied to any component, end are for"dry condition"of use. • .� TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if � , fabrication,handling,shipment and installation of components. 7.Design 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 j,' II II II I II II(IIII VIII II I I I IIITPI/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. /� �� '� 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 4,,513 51398 8,0 (r, Ss'ONALV, 1011 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing) , IC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 IF #18BTR 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=21.8ft, 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 p DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6, C,CN,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 or 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. 13-00 13-00 12i"M-4x4 12 �� liNfif i, E 9< y` 4 OREGON�Ix Alves i� 41, 14 Zp P} at MFRRILA-� ato EXPIRES:12/31/2015 coa "' C. rD c i , „/„//,//„/,,/,,,,///,/,,, /,/„I,,,,,/„/ /,//,,/,,/,,//,/„//,,, M-3x6(S) 0 k M-3x4 M-3x4 y y * 16-00 10-00 y ), * 2-00 26-00 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - Cl Scale: 0.3159 WARNINGS: GENERAL NOTES,unless otherwise noted: Cl1.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 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. f11R1LL B 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be laterally braced at DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 'o.c.and at 10'o.c.respectively unless braced throughout their length by 4\V O�WAS/41, q L. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '7 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. , I. 1w , , +,A SEQ. : 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, Cs/ • ;^ Q design loads be applied to any component and are for"dry condition”of use. ,- `j,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. �fipp�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' II III I VIII VIII I II II I I III III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center che. �r ,�. 9.Digits indicate size of plate in inches. '15„, �1 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� 4.,51398. , �`rsIONAL0° 11III 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 k1&BTA 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: 2o4 DF STAND 3- 4=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 LOADING 4- 5=(-1594) 425 8- 5=(-387) 258 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 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 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -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, I (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, - T T - - Truss designed for wind loads theplane of the truss only. 1P in 6.00 / M-4x6 -",-...16.00 4.0" 4 uu M-1"5x3 M-1.5x3 I u, 01 0 N. 0 4���p p R pFFSS o -411111k .��. F. o <0 I NJ/_e /o o M-4x4 M-3x4 0.25"a =M-4x4 6 0 1 ct •- 2OE ? M 5x8(S) 9 y y l ), 8-10-03 8-03-11 8-10-03 /•�_ / I 2-00 y 26-00 y yG ,�OREGON �� too /O 4y 14, c- �' JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - C2 Scale: 0.2305 ''�RRIOL 6P 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 2.204 compression web bracing must be installed where shove+- 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 atRRIL.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 9 DATE 6/20/2014 Do ty g designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 1 WAS the overall structure is the responsibility of the until a n 3.2x Impact bridging or lateral bracing where shown++ �Qf �'� 4.No load should be applied to any component after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q ,� C, ,'j SEQ. : 5968357 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, AT O� design loads be applied to any component. end are for"dry condition"of use. ii;4100,' TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 8.oed a assumes full bearing at all supports shown.Shim or wedge if , fabrication,handling,shipment and installation of components. 7.Design necessary. 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./ 1114111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �i 9.Digits indicate size of plate in inches. � 51398C1/2 � vf 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. '4 r0 ERS C(t � `rs1ONALG 11111111111 IIII1IIIIII This design prepared from computer input by f PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 • TC: 2x4 DF #188TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-315) 1529 3- 7=(-383) 261 BC: 2x4 DF #188TR 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 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 BAG REQUIRED BEG 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,ON,118,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M,M20HS,M18HS,M16 = MiTek MT series 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, 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, Truss designed for wind loads in the plane of the truss only. 6.00 M-4x6 v 6.00 4.0" 4 .f-cr p ' M-1.5x3 iet M-1.5x3 u, Ch0 r• 0 `C\N' P R QFFS 5 I N 9 si �o =M-4x4 M-3x4 0.25" =M-4x46 ��� eZ�� E 9f M-5x8(S) y 8-10-03 ' 8-03-11 y 8-10-03 y ......"•.... II CC b 1.0 2-00 y 26-00 y` 4,OREGONNt, A'• /O 4k 14, 2'3 P Scale: 0.2294 # '�'' aRi��� JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C3 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 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibilityof 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 ��y�iv...i,8 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�� 4 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++ . (, (Iv �(h 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 X, ,, .,j SEQ. : 5968358 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, iQ' /Ot1 O design loads be applied to any component and are for"dry condition"of use. / i- • /" 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 y necessary. /' �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I 1.V III I II I I II I IIII II III II III TPIANTCA in BCSI,copies of which will be furnished upon request. tines coincide with joint center nche. /� 9.Digits indicate size of plate in inches. 51398 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E i o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ,..01111!7.1"- 4, , w c,.,C, STE L 1111 111111 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 N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF H1&BTR SPACED 24.0' 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. IC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.D PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Connector plate prefix designators: C,CN,CI8,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 12 IIM-4x4 12 6.00 3 X6.00 9,00PRQFF A- �5 I N tp9 `S, .�� '92(2 29r CC' A_OREGON � kr,<f) gy14, 2�{ + MERRIO-0P CD EXPIRES:12/31/2015 o 4 cn o I ✓ i-/iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii/iii/iiiiiiiiiiiiiiiiiiii,rriiiiiiiiiiil7/0////iiiiiiiiiiurri/iiiiiiiiiiiiiiiriiiiiiiiiiiiiiii/i,iiiiiiiiiiii//iiiii//// 7/7 o O 6 0 1 M-3x6(S) A- M-3x4 M-3x4 I I I 10-06 10-06 I I I 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 2.2z4 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 atRRr1-I,8 DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 6A aF WAS/44/�{T ' DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V `S :11 „1„ 0 it S E Q. : 5968359 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 1• �p design loads be applied to any component. and are for"dry condition"of use. ,4 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 ifnecessaik, ,�, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. a 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 7.' 11111110111111111 I II II I II I I I II I II IIII III TPIIWTCA m BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. • I- e.Digits indicate size of plate in inches. '� 51398 4j MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ''It., AF,.?,,51398„.0 ST '?-' `rsIONALG 1E111 This design prepared from computer input by PACIFIC LUMBER-BC 11, LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 r IC: 2x4 OF #1&BT3 LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7=(-285) 1158 3-7=(-357) 258 BC: 204 OF #1&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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1387) 373 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 BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: D'- 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 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 = 0.040' @ -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 system and components and cladding criteria. 10-06 10-06 1' I'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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '1 T ,r T 'I load duration factor=1.6, 12 12 Truss designed for wind loads 6.001/ HM-4x4 =6.00 in the plane of the truss only. 4.0" a f4" NN M-1.5x3 .M-1.5x3 Loco 0 o o 1-7'-1 6 o ‹CY5:. Ppi N/EOFFssi M 3x4 0.25" M-3x4 �cc,�\� ZOI 9 029 M-5x10(S) 26*11 E r y y y 10-06 10-06 rte► y y y f� 2-00 21-00 -374. OREGON , 4, /O �- 14, 2� P+ JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D2 MFRRil-k- Scale: 0.2794 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/201 5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 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 �E �1,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 ,.<1 4 WASk A'� continuous sheathing such as plywood ueathin )and/or drywall(BC). V' ,.,N-t DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3. 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. 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, 43t" AT Ii �0 design loads be applied to any component and are for"dry condition"of use. g � '-/ '1+ TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing atm supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design necessary. 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 center41101 111111rf II II II II III I VIII VIII I I I I I I II IIITPI1WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �� 4 9.Digits indicate size of plate in inches. 51398Q car MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1, AGI 8 STE �SSIONALOG IIII 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 H18BTR 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 OF 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 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 21'- 0.2" 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.D' V BEARING MAX VERT MAX HORZ BRG REOUIRED BAG 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,M20HS,M18HS,M16 = MiTek MT series 21'- 0.0' -931/ 4525V 0/ OH 5.50' 7.24 DF ( 625) 2 con Tete trusses required. AND CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join)together 2 ply with 16d Common nails staggered at D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 Dsf) 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 rows) throughout 2x6 bottom chords, MAX LL DEFL = -0.091" @ 10'- 6.0" Allowed = 1.004" 9" oc in 1 row(s) 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,BCDL=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, -- --- -- f -- f Truss designed for wind loads in the plane of the truss only. 12 12 6.001/ M-4x6 6.00 4.0" 3 1 111. M-3x6 M-3x6 c,) 4 o. 0 M-5x10 M-5x10 .0.1- ;J-f_ f t 44 71 x o C. �tQ PRQFF S 0 1 M-3x6 7 0.25" M-3x6 5 0 .,3 IN ., /O M-7x8(S) ct' 2i'4 E ' ), 1, ), ,I, ), iller 5-08-04 4-09-12 4-09-12 5-08-04 y y �'� 21-00 'v` 47 OREGON tx ,c..4,, /Q -9y14, 20\ '�Q . JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - D-GIRD MEaRi�� 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 i. incorporation of component is the responsibility of the building designer. Oap� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at uI..L B DES. BY: LA2'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 plywoodsheathing(TC)here and/or tlrywell(BC). 1 WAS 114, 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.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 CT ,p SEQ. : 5968361 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, $T `1 O design loads be applied to any component. and are for"dry condition"of use. �y .�, TRANSI D: 401525 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 7/,2 necfabrication,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 a.Plates shall be located on both faces of truss,and placed so their center li. II I I I II I I I II II I III II III TPIM/fCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �,/� 4 9.Digits indicate size of plate in inches. '� 51398 ,(�� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic connector plate design values see ESR-1311,ESR-1999(MiTek) lillgt1 4F 51398 SSIDNALG IIIIIIII VIII This design prepared from computer input by t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.2" • GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 DF H18BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting 2x4 DF ff18BTR SPACED 24.0" 0.C. g g system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, 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,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. RRefereer to equal typical et stud verticals. 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 /— '1 T i -V 12 6.00 V In V) 0 0 r` ti 0 0 Cr, Ch M-3x6(S) 40 II 0 �p,ED PR OFF IN� �si 3 (� a 2SO E 9c- M-3x4 Ater 18-06-04 9` ,7 OR EG ,<„C/ /O A / 14, 2`) P+ JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - El Scale: 0.3194 MFaRit.\-e) WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual Truss: El 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. RR.jl. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 1.4,A D ES. BY: LA is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,.f1 4 WASA,, continuous sheathing such as plywood ueathin )and/or drywall(BC). V" 'W ), DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q tiO 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 � T ,'j SEQ. : 5968362 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, ANQ 1 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 full bearing at all supports shown.Shim or wedge if ri fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. / �';" ' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i 1' II III II I I I II VIII I I I I I I I III TPIANiCA 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. '� 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) „4 .. ,+ 1Z� II!! III! 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 #1&BTR A LOADING 4-5=( -10) 5 7-4=(-170) 186 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REGUIRED 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,IN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,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 - - ---- _-- - - _--__ - - --- _--- __ -- --- - -I T MAX HORIZ. LL DEFL = -0.012" @ 18'- 0.7" 12 MAX HORIZ. TL DEFL = 0.017" @ 18'- 0.7° 6.001/ M-1.5x3 / -v Design conforms to main windforce-resisting 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. M-3x4�''�111111IIIIIIIIIIIIIIIIIIo �' M-5x6(S) o^o o m 0.25" 01 oo ./- omi,o .0 PROF s o M-3x4 M-3x4 M-3x4 IN 9 s/O Ct ! 2ij E 29f 1, y y 41110Fte: 9-06-06 8-11-14 -40 18-06-04 -y A_OREGON �Q /O q ° y 14, 2 P+ JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - E2 MRRi��-� 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 Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atRRILL 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 9 q i continuous sheathing such as plywood sheathing(TC)v,treTC)and/or drywall(BC). ,� f W.�$ �7' DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (t, ,..,,,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. ,6y 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, 4 �T �� P design loads be applied to any component. d are for"dry condition'of use. ,� TRANSI D: 401525 5.CompuTrus has no control over and assumes no responsibility for he 6.Design cese assumes full bearing at all supports shown.Shim or wedge if .t fabrication,handling,shipment and installation of components. necessary. Q -, 6.This design is furnished to the limitations set forth by8.Designlaesassumes adequate onne bothfaces drainage is f truss,a 0 subject 8.Plates shall be located o(truss,and placed so their center /� � ;, III II I II III IIII III I I II 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 to inches. '� 51398 q, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) +Q I �'Z�s IONA G IIIIIIII I 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 N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 78 3-5=(-184) 178 BC: 2x4 DF #18BTR 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 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 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** 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,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 T f MAX TC PANEL TL DEFL = -0.099' @ 3'- 0.3' Allowed = 0.554° 12 MAX HORIZ. LL DEFL = 0.001' @ 5'- 7.7° 6.0011 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. IP all 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 cp,,_ diMillil Lo in the plane of the truss only. co 0 co co 0 v c� v ooh ►� .e 5 -� M-3x4 M-1.5x3 1 A- ��Ep P R OFFrS y y y 5� I NS/ y 5-07-12 0-03-12 �it/� '00/ R 1' O 2-00 5-11-08 �� E -- 9` 4,OREGONN Ix 4vSC <O x .- 14, 2° P} MFRRIL.L Scale: 0.5713 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - Fl [� 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 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. 1' L 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: LA2'o.c.and at 10'o.c.respectively unless braced throughout their length by A. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). X49 OF WAS `yam 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, , 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. IP SEQ. : 5968364 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, AT 1 1• TO design loads be spored to any component and are for"dry condition'of use. 0 :- Ix 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the necessary. �! fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �';� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ./5„, � r>'.:1' 1111111111111111111111 I III III II VIII VIII I III I I III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideIictwith joint ate inrnche. /� t 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) `��4. "Gts-1')rR� v `rs!ONAL's II 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 IC: 2x4 DF k1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 78 3-5=(-184) 178 BC: 204 DF #1&BTR SPACED 24.0° O.C. 2-3=(-129) 105 WEBS: 2x4 DF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT 0= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 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 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 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,M20HS,M18HS,M16 = MiTek MT series VERTICAL BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAXLLDEFLECTION 204 .00"LIMITS:2 - 0.240, 8= 0" Allowed0.200" 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 2 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° 6.001/ 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. I 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. tom 0 co co 0 v co o/_ CD CD /- o *• 5 M-3x4 M-1.5x3 1 ��ED PR OFFS y 5-07-12 0-03-12 I N/ '9s/2 y 2-0o I 5-11-08 I cr Sll E 0" f-_�. -y 'Li OREGON 44/Ct. /O ��' 14, 2°3 P- JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - F2 ME�Ri��-� Scale: 0.5713 WARNINGS: GENERAL NOTES,unless otherw,se noted: EXPIRES:12/31/2015 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 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 budding designer. T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atL 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;y 9 WAS A s DATE: 6/20/2014 p ty g continuous sheathing such as plywood required where sand or dryvrell BC. j, the overall structure is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracing where shown++ P ��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. C SEQ. : 5968365 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� I�. T A design loads be applied to an m and are for"d condition"of use. d•- 0 g pp y co ponent. "dry TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for he 6.Design assumes full bearing at all supports shown.Shim or wedge if •/ t necessary. /' , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,/>. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center ,;j• 11111111111111111 TPIM7TCA 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 t{14 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) :���GISTE'9 rstONALSG ' 111111111 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 IC: 2x4 DF N1&BTA LOAD DURATION INCREASE = 1.15 1-2=(-127) 107 1-4=(-57) 76 2-4=(-186) 174 BC: 2x4 DF k1&BTA SPACED 24.D" O.C. 2-3=( -10) 5 WEBS: 2x4 DF STAND LOADING IC LATERAL SUPPORT 0= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 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 DF ( 625) •* For hanger specs. - See approved plans 5'- 11.5" -29/ 245V 0/ OH 5.50' 0.39 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.091" @ 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" i 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 1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 I/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3All Heights), actoosed, Cat.2, Exp.B, MWFRS(Dir), load duration Truss designed for wind loads in the plane of the truss only. Lo to ralill rr) op 0 0 c) co o/- 0 0 M-3x4 M-1,5x3 ,<i;`' P R Opp >)' y .61 13..p -57 c I ,Se,wo 5- 07-12 0-03-12 5-11-08 II -mi 1-7 , OREGON lv4, /O "' 14, 2°N0'4 - JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - F3 4/41:4 RIO- Scale: 0.5254 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 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 _l{"'''RRILL e 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). X19 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++ . . 0"i n �� 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 C SEQ. : 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, AQ ,. TD design loads be applied to any component and are for"dry condition"of use. - .� TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design saunas full bearing at a6 supports shown.Shim or wedge if ik.4i fabrication,handling,shipment and installation of components. ry' 400:27i' p7.Design assumes adequate drainage is provided. >� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I I I II II I I II II I I I I I I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linea. /� 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) '�O4 ,pF�139HR�