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Plans (16) /125TetCItS'-yf)1.2 i lot & t 54 6-2 40'-0' Ei• G.. 6:12 I / / LI 1 . . . . . . , , , F.,,,,, . . . , ,8 , , 4 r Z ALa- 11 1 VYr i ` \ -Iii12 5 -- bs 6.12 er 0 re I I / W r 6:12 B2(10) • Ob.4t 1 - 11CC!IIIb _ " 81 ® 4D2 8:it ,+ A2 (4) a Fl GARAGE RIGHT Al I- 191-51!? I- 131$' -I- 51-6' I 2l'-0' -I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LENNAR 05/29/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DRAWINGS FOR ALL FURTHER LENNAR 2892-A MARQUAM AMERICANINFORMATION.BUILDING DESIONSIBLE F R ALR OF RECORD m r PTESPONSIBLE FOR ALL NON-TRUSS LAN: `� DRAWN BY.' LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING 2892-A MARQUAM ASN I GARAI.E RIGHT DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. z C O M P A N Y 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. A 40'-0' ' 0 l 6:12 el i / ; 8 Z? m z 1 le 53 al CO itog • a.14 Aw B2(10) 6:12 ., AL a0 GI (21, ° • 9.i2 r 1 D2 8.1 mr GARAGE LEFT Fla_ , A2 (4) OA • Al I- 19'-61/211 21'41 I 51-6' I 13'-6' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS LEN NAR 05/29/14 PLACEMENT TRS CALCONLY.REFER TO ULATIONS AND ENGINEERED STRUCTURAL PROJECT LNNALE: REVISION-1: DRGNERINFORMATION ATION BUILDING HER pawn - umber LENNAR 2892-A MARQUAM AMERICAN DESIGNER/ENG NEER ODRECORD RESPONSIBLE FOR ALL NON-TRUSS , PLAN: DRAWN BY.' LARRY M REVISION-2: TO TRUSS CONNECTIONS.BUILDING 2892-A MARQUAM�(N / GARAbE LEFT DESIGNER/ENGINEER OF RECORD TO T D U C REVIEW AND APPROVE OF ALL C O M P A N Y DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR Ta 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. x , 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). to P ROPE JO ' l t►( t„ 1 -, OR,9'N 4, r..• "' , 24243 CI `'40NA1. q.JN f Ui/ f�3 lU// 11 EXPIRES 6/10/I IIIIIIIIIIIIII This designLUpreparedMBER-BC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 OF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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), load duration factor=l.6, Connector plate prefix designators: TOTAL LOAD = 42.0 PSF loads designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Tn the plane of the truss adly. M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall ION. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-09 6-09 QED PROFFs T T 12 f 5� I Nrt.,A. Seo 12 I I M-4x4 \l 6.Oo c� 2s.00 / 3C . i 2i I 1111 11111 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 '- TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2.6=(-27) 509 6-3=(0) 311 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. WEBS: 2x4 DF STAND 2-3=(-676) 114 6-4=(-27) 509 3-4=(-676) 114 LOADING 4-5=( 0) 101 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -145/ 795V -76/ 76H 5.50' 1.27 DF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 13'- 6.0" -145/ 795V 0/ OH 5.50" 1.27 DF ( 625) M,M20HS,M18HS, or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psfl 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" Design conforms to main windforce-resisting 6-09 6-09 system and components and cladding criteria. T f 12 12 Wind: 140 mph, h=20,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 f/ 11M-4x4 '-,16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, Truss designed A- 3 intheplae eoffthe or wtruss ind oonly. 0 co 0 v co co Ogt la g we 111111 1 I O o g O M-3x4 M 1.5x3 M-3x4 0 ��,Ed PR OFFS � mac° tG I N R s/O ZO J, y 6-0917 6-09 y • 2� E J, J, AO' 2-00 13-06 2-00 `, IIS 9L 4,OREGON R-40 !vim /O 4).- 14 VN +� JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - A2 MFRRI0L Q'P Scale: 0.3924 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. _tp.,RRILL 8 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords[o be laterally braced at lVy"' 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 cif S A DATE: 6/20/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). 4'.C.' wA 7,1 the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ 7 SEQ No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �, S Eanygreater than assumes trusses are to be used in a non-corrosive environment 'Q Q� ft,. C.rA design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. ti i-2:. o TRANS I D: 401525 6.Design assumes full bearing 0 all supports shown.Shim or wedge if c /.„ fabrication,handling,shipment and installation of components. necessary. / r� ,.✓✓ 7.Design assumes adequate drainage is provided. . r-----) 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center w r 111111111111111111111110 II I I I I III TPI/WTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines, j, 4 ', 9.Digits indicate size of plate in inches. ,/r` 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 'r' ,+,51398,o ( LAS, - 67STER .CV SSIONAL6 IIIIII I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5' IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 101 2- 7=(-292) 1056 3- 8=(-361) 250 BC: 204 DF til&BTR SPACED 24.0" O.C. 2- 3=(-1254) 367 7- 8=(-292) 1056 8- 4=(-104) 508 WEBS: 2x4 OF STAND 3- 4=( -908) 245 8- 6=(-271) 1028 8- 5=(-331) 235 LOADING 4- 5=( -908) 260 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1232) 367 BC LATERAL SUPPORT <= 12"01. 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 DF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 5.0" 0/ 88V 0/ OH 77.00" 0.14 DF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 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 ICONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" M,M20HS,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 f T system and components and cladding criteria. 5-01-10 4-07-02 4-07-02 5-01-10 Wind: 140 mph, h=2lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '( T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.001/ HM-4x4 '1 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 R M-2.5x4 or equal at non-structural diagonal inlets. 1.1 M-3x4 ' M-1.5x3 3 `n d 0 N O CO M 0, o A s s 6 g Q,ED PR OFF 0 1 7 M-4x8 M-3x4 c, �� IN -Q/0 M-3x4 ct C 6 E ZO 9r- )., - y y y / 5-10-03 3-10-09 9-08-12 4111-• I, p > f CC y 2-00 y 19-05-08 -yG 4OREGON1� ki /O 9' 14, 2° Q� MRRIL\-0 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - 81 Scale: 0.2909 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: 61 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, _`Q.RRII,,[.8 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ,{�lVl" Q l P 2'o.c.and at 11:1'c.c.respectively unless braced throughout their length by 4V" Q'WAS,I�'',`'7�, DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `W DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �dn 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. , to `�SEQ. : 5968353 fasteners are complete and at no time should any loads greater than 5.Design assumestrusses retobe used in a non-corrosive environment, (PA-ir-, .1:, o� design loads be applied to any component, and are for"dry condition'of use. 6 Design assumes full bearing at all supports shown.Shim or wedge if TRANSI 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. 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 - 4 r/' II II I II VIII IIII VIII I II I III I I III TPINVTCA in BCSI,copies of which will be furnished upon request git coincide with tont ate inr linche. 5 51398 we 9.Digits indicate size of plate tino inches. .r- f' 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.� �FGISTBRs,X5+' cssIONAL yG IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 5.5" IBC 2012 MAX MEMBER FORCES 4WA/GDF/Cq=1.00 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF #1&BTR SPACED 24.0" O.C. 1- 2=( 0) 101 2- 8=(-195) 1060 3- 8=(-324) 245 WEBS: 2x4 DF STAND 2- 3=(-1271) 309 8- 6=(-237) 1060 8- 4=( -41) 535 3-LOADING 4- 5=( -948) 200 TO LATERAL SUPPORT <= 12"01. UON, -948200 8- 5=(-324) 244 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 OVERHANGS: 24.0" 24.0" TOTAL LOAD = 42.0 PSF 6- 7=( 0) 101 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,MI8HS,M16 = MiTek MT series 0'- 0.0" -177/ 1045V -104/ 104H 5.50" 1.67 DF ( 625) 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.1 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 9-0B-12 MAX HORIZ. TL DEFL = 0.025" @ 19'- 0.0" 5-00-12 4-08 4-08 5-00-12 T Design conforms to main windforce-resisting T i' T I system and components and cladding criteria. 12 72 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.D, ASCE 7-10, 6.00I - HM-4X4 \I6,00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 4.0" /- 4 4,2' Truss designed for wind loads RE in the plane of the truss only. M-1.5x3 M-1.5x3 i 3 0 cm O (D CO O MN O O 0, i O e �.. 4. ��Ep PROFFs M 3x4 M 3x8 M-3x4 7 ��< l0f R s�O2 1 y y CC '92.. E pr 9-08-12 9-08-12 y 2-00 y 19-05-08 ), 2-00 y CC yG 'Zi OREGON t‘ cli /O qy 74, 2a� sI'‘ JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - 62 MFRRiIL e'P 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: 62 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. _A�.�,RILL 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords[o be laterally braced a[ lV' 8 DES. BY: LA is the responsibility of the erector.Additional 0 2'o.c.and at 10'o.c,respectively unless braced throughout their length by permanent bracing of continuous bridging sheathingsuch as plywoodg ) SOF WAS n� in ere s and/or drywall BC. 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .� 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q' "Y SEQ. : 5968354 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4 T f. Cj 11. TRANS I D: 401525 design loads be applied to any component. and are for"dry condition"of use. �z p 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim m wedge if c '�, fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. r / - ' 1111111111111111111111111 II III III III 8 Plates shall be located on both faces of truss,and placed so their center yt TPIM?CA in BCSI,copies of which will be furnished upon request. tines coincide with joint center lines. , c. Y;i r 9.Digits indicate size of plate in inches. '� 51398 �� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) SSf�NALE C, IIIIIIIIIIIIII TPhACIFICis designLUMBER pre-BCpared from computer input by LUMBER SPECIFICATIONS 19-05-08 GIRDER SUPPORTING 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8922) 1938 1- 6=(-1668) 7800 6- 2=( -516) 2558 BC: 2x6 OF SS2- 3=(-6130) 1374 6- 7=(-1652) 7722 2- 7=(-2694) 638 WEBS: 2x4 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 IC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 300,0)+DL( 224.0)= 524.0 PLF 0'- 0.0" TO 19'- 5.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIQIIRD STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1246/ 5721V -85/ 85H 5.50" 9.15 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 5.5' -1246/ 5721V 0/ OH 5.50' 9.15 DF ( 625) C,CN,CI8,CN18 (or no prefix)) == CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) completeIQDND. 2: Desitin checked for net(-5 1sf) uplift at 24 "tic spacing.l trusses he Join together 16drCd.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" tic in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, 9" tic in 2 rowMAX TL CREEP DEFL = -0.236" @ 9'- 8.7" Allowed = 1.236"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. 9-08-129-08-12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-05-06 4-03-06 4-03-06 5-05-06 Truss designed for wind loads fT in the plane of the truss only. 1212 6.00 I/ M-5" \I 6.00 5.0"3 3.3" M-3x8 M-3x8 a g'N O M-5x10 M-5x10 �, IT &hp PR �� -6 7•-• 1_ i'i 5 o .<< c OFFSS F- o 1x 6 d' 7 B o .j I7 o M-3x8 M-7x10 M-3x8 R � 02 4C iy.i 2•i E 9r 5-03-10 4-05-02 4-05-02 5-03-10y `_ - 1��� J‘ 19-05-08 9G/ A/,yEGONt, ,,,.1.4/O 14, 2 } P MERRILL 13 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - B-GIRD Scale: D.3138 j WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES: 1 12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component Applicability of design parameters and proper Truss: B-GIRD 2.2x4 com pression web bracing must be installed where shown+, ncorporation of component is the responsibility of the building designer. T��'" if.R�LL p 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �TAS[r' �' DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 0� Hj� �, 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 ,, ,, SEQ. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q. : 5968355 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7r 4+f.. '� and are for'dry condition'of use. design loads be applied to any component. a Design assumes full bearing at all supports shown.Shim or wedge if * TRANS I D: 401525 5.CompuTrus has in control over and assumes no responsibility for the necessary ' ' e ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r � j� 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I II III I I III TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 51398 w 9.Digits indicate size of plate in inches. ,Qr 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���l'GISTERti� ,1?- sStONALE-G 111111 MII1 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTA SPACED 24.0" O.C. iwindforce-resisting conforms to main system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (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:= TOTAL LOAD = 42.0 PSF Truss designed for wind loads MC,M2OHS,M1BHS (or16 n= prefix)MiTek = 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. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Reto equal typical et stud verticals. Refer fer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13-00 13-00 T T T 1212 6.00 V I IM-3x4 . I 6.00 ���ED PROFFss �� CI N� 9 /�2 �C ' 2i• E 9c `r1.i• /0 Q -9G ,_OREGON�b �� /0 -91, 14 20 ,i'' MER R II.V-0 0 EXPIRES:12/31/2015 M4 co 0 0 0 1 M-3x6(S) /- M-3x4 M-3x4 16-00 10-00 y 1' * 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. 2.Design assumes the[op and bottom chords to be laterally braced a[ 1,0ARILL 8 3.Additional temporary bracing to insure stability during construction 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 J' O4 WAs "t p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q. �� C ,� SEQ. : 5968356 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. t: 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 �v i;., TQ 7, 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 assumes full bearing at all supports shown.Shim or wedge ify/ necessary. V*40'4 '' +' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center -ei',,r- - 11111111111111111111111111101 I II II I II I I II I II I II IIII III TPI/VJTCA in BCSI,copies of which will be furnished upon request. Dies coincide with joint center lines. "r' b a 9.Digits indicate size of plate in inches. +� 51398 if.:- ,,,,y MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 4 4GfS„1„E'9 �SSIONALE- ID VIII 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 #10BTR SPACED 24.0" O.C. 2- 3=(-1814) 410 7- 8=(-124) 1002 7- 4=(-131) 632 WEBS: 204 DF STAND 3- 4=(-1591) 412 8- 6=(-307) 1532 4- B=(-128) 645 LOADING 4- 5=(-1594) 425 8- 5=(-387) 258 TC LATERAL SUPPORT <= 12"OC. UDN. 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 SQ.IN. (SPECIES) Connector plate prefix designators: O'- 0.0° -220/ 1334V -127/ 141H 5.50' 2.13 DF ( 625 M ) C ) ,CN ,C18A, CN18 (orr noMpirefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 26'- 0.0" -131/ 1091V 0/ OH 5.50" 1.75 DF 625 MTLIVE 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, 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 T T . ,r Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 6.00 4.0" a II v M-1.5x3 101/01" /M-1.5x3 i o 0 r �Q 0 ,ED PROFFS o =M-4x4 M-3x4 0.25" 7M-4x4 0 4+ cl d 2M-5x8(S) it' ! S0 E 9r- J y J, y 8-10-03 8-03-11 8-10-03 4, 0` y j. 2-00 26-00 y CC- -y,1%0.4741' 14, ,,OREGON�� 4 %0 9y 14, 2° 9. 4 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - C2 Scale: 0.2305 'l' RR(t..L WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shover 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ngth by 1,B DES. BY: LA is the responsibility of the erector.Additional permanent bracing of c o.c.and at 10'o.c.respectively unless braced throughout their length by (� Q l continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). V• WAS 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++ 4S, ,,,...a J� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 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, ,Zr4 T� , l7. and are for"drycondition"of use. 4.'.. Ox design loads be applied to any component, li. TRANS I D: 401525 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if v fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. s 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„ 1111111111111111111111111111 III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �.a. ♦: . r i 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) rQ w 94, -GISTSR�,e ss1ONALE�G 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15I=) 2012 MAX1MEMBER FORCES 9WA/37o(-3.3) BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 1- 3=( 0) 410 2- 8=(-324) 1529 3- 4=(-333) 261 WEBS: 2x4 DF STAND 2- 3=(-1814) 410 7- 8=(•124) 1002 7- 4=(•131) 632 3- 4=(-1591) 412 8- 6=(-307) 1532 4- 8=(-128) 645 LOADING 4- 5=(-1594) 425 8- 5= TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1816) 422 (-387) 258 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 BOG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -220/ 1334V -127/ 141H 5.50" 2.13 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 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 I l' (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 < Truss designed for wind loads in the plane of the truss only. 12 12 6.00I/ M 4x6 6.00 4.0" /- 4 ,hr uu M-1.5x3 11101K .M-1.5x3 Lo 3 - \rn 0 _ ��p,ED PROFFS �� 1 -M 4x4 M-3x4 0.25"a -M 4x46' o k.? �FlI� R sO2 M-5x8(S) '926. E /9r' y y y 8-10-03 8-03-11 8-10-03 `,� - L/0` J" y 2-00 26-00 y I'G ,y�OREGON to /O -1y 14 2p� P}7 JOB NAME : LENNAR 2892-A MARQUAM AMERICAN - C3 MF�Ri�\-� 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+, 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 he laterally braced a[ _a )T:RIL,j,g 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 lti' DATE: 6/20/2014 responsibilitybuilding g continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall BC. the overall structure is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing where shown++ ( ) �l Q�wAsflja ,�. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'r "YY '�, 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, Q Q� -, C� design loads be applied to any component. and are for"dry condition"of use. !ti 0� 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 fabrication,handling,shipment and installation of components. necessary. ,,,,,Ii 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne oc drainage is provided.truss,a �l >>" II I I I II I IIII III I I I II III 9 1 B.Plates shall be located both faces of and placed so their center ` r ' TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 4 r 9.Digits indicate size of plate in inches. ,r'�' ,,,,AA MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 'I- 4.,51398„0w4 OAS 0.tgre ' SS'IONALF�O 1111111 III IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 204 DF #1&BTR SPACED 24.0" O.C. 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"01. UON. LL( 25.0)+pL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 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 plateprefix designators: C,CN,C16,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall . M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10-06 10-06 T 1 126.00 L 12 i M-4x4 �I 6.00 Ra DP PROF. 3 1-2 ��� I N ss61, /o �1� 62iiE 299 OREGON l(� Y 'Li G/ "1 14 20���-k-. 'SEco R R I\\ 0 co EXPIRES:12/31/2015 co 4 co o -7( . � v 6 0 1 M-3x6(S) /- M-3x4 M-3x4 ), y y 10-06 10-06 y > y 2-00 21-00 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - D1 Scale: 0.3775 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. _0011I,L 8 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be laterally braced at lV' 4 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,.� Q�WA T DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J�. 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 `N1 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� �, " 7 A, CTO ' 7- SEQ. : 5968359 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, fo 'L design loads be applied to any component. and gra for'dry conditioni of use. t- r 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 fabrication,handling,shipment and installation of components. + 1s e " p P 7.Design assumes adequate drainage is provided. till I,r . 6.This design is furnished subject to the limitations set forth by 9.Plates shall be located on both faces of buss,and placed so their center ^J IIII I I II I I I III I I I I I II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a 4 Q 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) OIC '�4b.rs„-50x .vas. 6 IIIAA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-7=(-285) 1158 3-7=(-357) 258 BC: 2x4 DF #1&BTR SPACED 24.0" D.C. 2-3=(-1384) 364 7-6=(-274) 1161 7-4=( -91) 593 WEBS: 2x4 DF STAND 3-4=(-1032) 240 7-5=(-363) 254 LOADING 4-5=(-1033) 257 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1387) 373 BC LATERAL SUPPORT <= 12"0C. 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 MIN. P DFC 625) Connector plate prefix designators: 0'- 0.0" -155/ 1127V -98/ 109H 5.50" 1.80 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 10-06 10-06 system and components and cladding criteria. T 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), T T load duration factor=1.6, 12 t2 Truss designed for wind loads 6.001/ 11M-4x4 \16.0o in the plane of the truss only. / 4.0" - 4 I! 1.1 M-1.5x3 4441 M-1.5x3 L 3 c 0 co co o co ok 0- 1-t=1 ,r W o �c'ik PROFFs 0 1 M-3x4 0.25" M-3x4 6 �� IN 9 �'/02 M 5x10(S) �� '62P/ E yti' J' y y 10-06 10-06 =P y -- 17- J, 2-00 21-00 yL , OREGON R ,l: /O '9• 14 2'1 '7" JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - D2 MRRI�\-R)P Scale: 0.2794 WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,RItI1,L, DES. BY: LA is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood ueathin and/or drywall(BC). '� �IAs.,�.f- DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Q� �� 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. ,\1 SEQ. : 5968360 fasteners are complete and at no time should any loads greater than 5.Design assumes twsses are to be used in a non-corrosive environment, Q 7� 1L, C�' design loads be applied to any component. nd are for"dry conditlon"of use t.;. 0� TRANS I D: 401525 6.Design assumes full bearing t all supports 5.CompuTrus has no control over and assumes no responsibility for the g a shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. / f 7.Design assumes adequate drainage is provided. �, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and laced so their center ; 111111111111111111110 I I I III II I II III I I II III TPI/WTCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. p f, ♦ C `�('�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) '1 IP 'w °4 ''G7sTER� �S'ONALE�G 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 18-06-04 IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7162) 1470 1- 6=(-1256) 6254 6- 2=( -370) 1962 BC: 2x6 DF SS 2- 3=(-4892) 1044 6- 7=(-1246) 6200 2- 7=(-2208) 504 WEBS: 2x4 DF STAND LOADING 3- 4=(-4892) 1044 7- 8=(-1246) 6200 7- 3=( -858) 4054 LL = 25 PSF Ground Snow (Pg) 4- 5=(-7162) 1470 8- 5=(-1256) 6254 7- 4=(-2210) 504 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 4- 8=( -370) 1962 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 206.5)+DL( 160.4)= 366.9 PLF 0'- 0.0" TO 21'- 0,0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.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 complete trusses retogether CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ��' Join)togetther 2 ply with 1qui red. ppCommon nails staggered atND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ 9' oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 \/)/ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.091" @ 10'- 6.0' Allowed = 1.004' /XVA\ 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, 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10 4-08 4-08 5-10 load duration factor=1.6, 12 inuss thedplanneed offor thewind trussoads only. 12 :4,7-4x6 X16,00 s.00l/ 4.0" f m_3)>41111.01.00 3x6 M-3x6 c a o 0 0 44 i M -5x10 M-5x10 M M o �� to PRQ1 x 7 8 5 .< o M-3x6 0.25" M-3)(6 cp \ IN, R O 2 M-7x8(S) 9 = 2S IE I-- ), y 1, - ; y 5-08-04 4-09-12 4-09-12 5-08-04 1 IOW y -lef CC y 21-00 "9G ,�OREGON�� �� i0 '91/ 74, 2C) 4 MERR11.- JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - D-GIRD 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 t.This design is based only upon the parameters shown and is for an individual Truss: D-GIRDand Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the[op and bottom chords to be laterally braced at 1�+`incorporation of component is the responsibility of the building designer. _�pR�LL.. 3.Additional temporary bracing to insure stability during construction ,,AA DES. BY: LA responsibility of the erector.Additionalpermanent bracingof co.c.and at 10'o.c.respectively unless braced throughout their length by 1� O WAS yy is the res ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q 'F DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. a X44 , C.jr 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, (� r-r-, 9. design loads be applied to any component. and are for'dry condition"of use. v t. TRANSI D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.Dssumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design asumes 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 centeri III II II III I VIII I II I I I I II II III TPIMlrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. �' c ty 9.Digits indicate size of plate in inches. t '� 51348 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) �� �.k/sI ER� "61V6'I0NAL VA- , 411111 1111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.2' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 �DQND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinpd BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CnnctoCpa (or no prefix) = orspuTrus, Inc TOTAL LOAD = 42.0 PSF load duration factor=1.6, M,M2OHS,M18HS,M16 = MiTek MT series Truss designed for wind loads 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-1z2 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. 6-05-01 12-01-03 12 ---/ 6.00 o10 r-- o o a, o M-3x6(S) °' 10 1 ���*p p R OFFSS l.i9 wep 0 3 M cC = 2.6E 9r 3x4 y -=' 18-06-04 y �r it Y 4,OREGON �lV <0 9y 14 2°N P4 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - El MFRR(t-�-� Scale: 0.3194 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: 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. �R1u,LL 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced a[ 'Q L 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;y ,� O�WASNJ, 7� continuous sheathing such as plywood sheathing(TC)and/or drywall BC. `(Y 4 DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SC'/� 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. 'C0 E Q. : 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, Q T 4',, C� TRANS I D: 401525 design loads be applied to any component. and are for"dry Condit on"of use. !ti �,, 0 5.CompuTrus has no control over and assumes no responsibility for the 6.andanecessary.ss'dry full bearing at all supports shown.Shim or wedge if x + iR7 t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. , 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,r IIII I IIII 1111111111111111101 III III I I III II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with join[center lines. 4. 7 9.Digits indicate size of plate in inches. •- 44. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 n.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) -I- ,p 51398 4f OAS L'orsisR� ' s, 6'/ONALE14O VIII I IIIIII 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)2146 6-7=(-266) 506 6-3=6-3=)--41) 585 ) 247 WEBS: 2x4 DF STAND; 2x4 DF #1&BTR A LOADING 4-5=( -10) 5 7-4=(-170) 186 LL( 25.0)+pL( 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"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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, ,,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. COND. 2: Design checked for net(-5 esfl uplift at 24 'oc spacing. M,M2OHSM20HSM18HS,M16 = MiTek MT series 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" 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 MAX HORIZ. TL DEFL = 0.017" @ 18'- 0.7" 12 M-1.5x3 6.00 -, 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 coo o 0 O M-5x6(5) a I,- A o 0 a, 0.25" rn �$ 3 00 p.Ep P R pFFSel [rte. m m `` w **7 5 o M-3x4 M-3x4 M-3x4 $ , 20 R O'LI' CC - 20. E r y y AO, - 9-06-06 8-11-14 - I1411.." Ity y 18-06-04 y „ OREGON c o` ,(\,\°`Lc. 14, p ' . MRRILN-0 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 Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. _.G.R[ZrI,I,8 3.Additional temporary bracing to insure stability duringconstruction 2.Design assumes the top and hottom chords[o be laterally braced at lei, e P ry ° 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y�' Q�WAS ' f� DES. BY: LA is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �!G 0 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 11., T 7- SEQ. : S E Q. : 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, f-r fl;.. O� design loads be applied to any component. and gra for'dry condition"of use. ) TRANSI D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design necessary.assumes full bearing at all supports shown.Shim or wedge if I '(a✓ fabrication,handing,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 F ` y 1 1111111111111111111111111111111 TPI VVTCA in BCS(copies of which will be furnished upon request. y lines Digits indi lde with ate sizeloint of plate inrinches. 51398ycY1 �� MiTek USA,Inc./CompuTrus Software 7.6.e)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) OIC �•••Gis v,V . .4:9, siONAL06 r 1E1 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 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 TO LATERAL SUPPORT <= 12"0C. 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" D.88 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.5" -2B/ 242V 0/ OH 5.50" 0.39 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g• 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,C16,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 IC PANEL LL DEFL = 0.069" @ 3'- 0.2" Allowed = 0.369' MAX TC PANEL TL DEFL = -0.099' @ 3'- D.3" Allowed = 0.554" 12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.7" 6.00 fr M-1.5x3 4 -/ MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.7" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads c).,,_ IIIIIIIIIIIIIIIIIIIIIIIIIII in the plane of the truss only. c� o- Eil'dIIIMIIIIIIIIIIdl c. 0 r� co 0 v M-3x4 M-1.5x3 1 y y y 5'�fc. PNOFFUA 5-07-12 0-03-12 �� ZIt '9 �\ 1111 • O, . y 2-00 - 5-11-08 y . 2i• E 9r 4=' -74. 4,OREGON rx ,,Cr 9Y '14, 2()N P+� JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - Fl MFRRi�� 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: Fl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ ,V.,RIULt,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 l� DATE 6/20/2014 responsibilitybuilding designer. continuous sheathing or such as plywood sheathing(TC)and/or drywall(BC). a`� ,WAS the overall structure is the res onsibili of the 3.2x Impact bridging lateral bracing required where shown++ Q �' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �� utnri., Q� �,P 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, 4Q 0 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 assumes full bearing at all supports shown.Shim or wedge if fabrication handling,shipment and installation of components. necessary. . 7.Design assumes adequate drainage is provided. 01,�III 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 ,-,;;.f4 , 101111111111111111111 TPI VVTCA in BCSI,copies of which will be furnished upon request nes coincide with joint center lines. Z 9.Digits indicate size of plate in inches. .v s l 51398 'cV4 MiTek USA,Inc./CompuTrus Software 7.6.0)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 0 +�. ... f'+R� p, sSIONALE�G 1E111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 101 2-5=(-57) 78 3-5=(-184) 178 BC: 2x4 DF #1&BTA SPACED 24.0" O.C. 2-3=(-129) 105 WEBS: 2x4 OF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -111/ 550V -41/ 114H 5.50" 0.88 DF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.5" -28/ 242V 0/ OH 5.50" 0.39 DF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: [COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.] C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.04D" @ -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" T 'i 'r 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 windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o) FrillIMI c r) CO o Cr mom v �I .f- ** -/ o ► 5 M-3x4 M-1.5x3 1 ���,Eo P R opS.. y y 5-07-12 0-03-12 c' C �/ 9 . . 2-00 5-11-08 �SFE or AdiOr C 7` 4,OREGON�b, AZ.' /O xi p. 14, 2° P} MRRil..\-�' Scale: 0.5713 JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - F2 p WARNINGS: GENERAL NOTES,unless otherwise noted: EXPIRES:12/31/2015 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: F2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at '+R.RIj, 3.Additional temporary bracing to insure stability during construction L B DES. BY: LA is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by atl 'WAS�lr, 7� P ty Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . ) ` 1, DATE: 6/20/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. 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 C - �O design loads be applied to any component. and are for"dry condition'of use. t✓ i-i, 1, 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 necessary. O /i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'I ,y :... 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r III II I IIII I I III 01101111 I II II TPI/WTCA in BCSI,copies of which wall be furnished upon request. tines coincide with joint center hoes. �' ♦s. /- '�' 9.Digits indicate size of plate in inches. ''''''''-',i,1! ° 518 6f ik 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./�` 0 rc ISTER'2,c VS,, AL OG ` AO III II This design prepared from computer input by1�, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 F TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-127) 107 1-4=(-57) 76 2-4=(-186) 174 BC: 2x4 DF #1&BTR SPACED 24.0" 0.C. 2-3=( -10) 5 WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 256V -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,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) 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'- D.2" Allowed = 0.369" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.104" @ 3'- 0.3" Allowed = 0.554" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 5'- 7.7" 5-07-12 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 5'- 7.7' T f ' 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 3 (ADD Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o p r> r, c, o/- v O M-3x4 M-1.5x3 ��ckED PROFS-S J' y y ��5 c I N� R diO2 5-07 12 0-03-12 1, y tt ._ E 91- 5-11-08 `.�. ; II it y` , OREGON 44/ /D 9Y 14 2' P,'- JOB NAME: LENNAR 2892-A MARQUAM AMERICAN - F3 ME�Ri��-� 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 atERL B DES. BY: LA is the responsibility of the erector.Additional 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �.e� q� po ty permanent bracing of continuous sheathing such as plywood u arthro ere and/or drywall(BC). ay'�O WASg'VO `i cy 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. Q 'S �, 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, T design loads be applied to any component. and are for"dry condition"of use. �' i ``' TRANS I D: 401525 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if tion handling, necessary. fabrication, g,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 yi,� TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. -e• '4. G '*,Vi II I I III I I III I I I III 9.FrDigits indicate size of plate in inches. A 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) �,���ECij.STER. ,,,,‘44, , rsJONAL G