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Plans ' c,2 u-l(2�/a- orr6 38- ,z-,o ur 25'-0' r 78 it ! 2°,),2 1 I RECEIVED 2a-r C GE E GE, JUN 0 5 2012 1=71 E, . _ _ ;i' A //\ g CITY QFTIGARI� �(5) � BUILDING DIVISIO'. 20'-,0,2' ii , .. ,. 4,2 U4, t�L r 1 i :ao E3(4) bj F a \ b\ .. F2(5) B k g / I y , F m . _ E I � F4(3) S-__( N D URp�AC �� F DRAG I 133' . 14 13 I 1 . 2g-0' a N . , 0 D 2 K N A in m • wa 1 J^`` 'D^^ v, cn s 0 N m P 4 • C Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS JT SMTH 05/23/12 TRUSS CALCOULATIONS AND ENGINEERED STRUCTURAL MN PROJECT TITLE: REVISION-1 D INFORMATION EC EER FURTHER Pacifuc$.umber JT SMITH-BROWNSTONE V BUILDING DESIGNER RECORD PLAN DRAWN BY: REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING BROWNSTONE AT THH QR& SSING ! BLDG 7 DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS ` C O M P A N Y DELIVERY LOCATION. SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION 0.08"-1' AD designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. CumpuTrus. Inc. + Custom Software Engineering Manufacturing 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. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 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 truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' and 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 design values of the CompuTrus Plate see ESR-2529 (CompuTrus) and/or ESR- 1311, ESR-1988(MiTek). ��0 PR°Fe. 1�. C 4 ��- ss� A "` �� c,1N� O OF WASy1N �O 4, F,P 7 ✓; c. 1, z C' n OREGON m / y4.., (I) >. -- .rr0 `/ �r) 0 HER n' O • 17778 Tr R. CNC'- ' .1). Rzi-31s.,1,,,V , .1SIGNALe EXPIRES 12/31/13 [EXPIRES 6/10/13 III I I II III r Jr I C _ LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0' TC: 2x4 OF F18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF N16BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 11-1x2 or equal typical at stud verticals. M,M20HS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-06 11-06 12 6.00 M 3x4 6.00 PA c ' o of •7 111B 44 o M-3x6(5) M-2.5x4 M-2.5x4 y 1, 7.10.03 15-01-13 y 1, 1, y 1-04-08 23-00 1-04-08 JOB NAME : BROWNSTONE AT THE CROSSING - AGE �� P+'w�NN i� �`�E;3PR°�Ess/o Scale: 0.3559 WARNINGS: GENERAL NOTES,unless otherwise noted- Nt.- �� 5 '//I,SIG%NFF� ', 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ;Vii '�, 1 V + ;t•Truss: AGE and Warnings before construction commences. and approval is the responsibility of the building designer.not the 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. t� iV j' I'(ti. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA stability bracing must be designed by designer of complete structure. 2 o.c.and at 1D'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r� DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ l . V OR �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. • I!,J SEQ. : 5192561 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, - Gil' 19 r`� tlesign loads be applied to any component. and are for"dry condition"of use. 24243 Ow r 26 x `V TRANS ID: 339 845 5.CompuTrus has no control over end assumes no responsibility for the 6.Design nn assumes full beanng at all supports shown.Shim or wedge if b [y r�� O �G` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `-L J O\ :! 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 IIIIII Hill III I VIII IIII VIII 111111111111 TPI WTCA in SCSI copes of which will be furnished upon request. lines coincide with joint center Ines. p /'� SrONAL 5/23// 9. Digits indicate size of plate in inches. q / CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) .�.� EXPIRES 6/30 � end/or ESR-1311.ESR-1988(MiTek). ES / L.- II III II This design prepared from computer input by - r • PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0' IRC 2009 MAX MEMBER FORCES 4WA/GDF/Cq=1.00 TC: 2x4 OF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 8=(-502) 1422 3- 8=(-329) 206 BC: 2x4 DF Al&BTR SPACED 24.0' O.C. 2- 3=(-1689) 641 8- 9=(-343) 942 B- 4=( -91) 576 WEBS: 2x4 DF STAND 3- 4=(-1494) 502 9- 6=(-502) 1422 4- 9=( -91) 578 LOADING 4- 5=(-1495) 502 9- 5=(-329) 206 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)lDL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1689) 641 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -50) 39 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.5' 16.5' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -166/ 1100V -139/ 139H 5.50' 1.76 OF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 23'- 0.0' -168/ 1100V -139/ 139H 5.50' 1.76 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183" MAX LL DEFL = -0.054' @ 15'- 1.8' Allowed = 1.104° MAX TL CREEP DEFL = -0.113' @ 15'- 1.8' Allowed = 1.472' MAX LL DEFL = 0.007' @ 24'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ 24'- 4.5' Allowed = 0.163' MAX HORIZ. LL DEFL = 0.022' @ 22'- 6.5' MAX HORIZ. TL DEFL = 0.035' @ 22'- 6.5' 11-06 11-06 '( '1' "( Design conforms to main windforce-resisting 6-00-04 5-05-12 5-05-12 6-00-04 system and components and cladding criteria. T f f ' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 M-4x6 12 Enclosed, Cat.2, Exp.B, 'MFRS, 6.00 I/ X16.00 interior zone, load duration factor=l.6 4 44 n '141.N41,pr M-1.5x4 M-1.5x4 ''''111%11111116 ��ti0 PROFFssi c, / c, `�� GtNFc�, ,? `� A •1.11 'It• •° M-4x4 0.25' M-2.5x4 =M-4x4 c4, �9f� x'26' 4V M-5x6(S) �£A- JOVN• 5123/1- 7-10-03 7-03-11 7-10-03 EXPIRES 6/3011 y )' y y 1-04-08 23-00 1-04-08 JOB NAME : BROWNSTONE AT THE CROSSING - Al Scale: 0.2819 ; jIi�`` '�O� WARNINGS: GENERAL NOTES,unless otherwise noted. r 1 ', :7 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review r' Truss: Al and Warnings before construction commences. and approval is the responsibiity of the building designer,not the 9 truss designer or truss engineer. / b 2.2x4 compression web bracing must be installed temporary mown 2.Design assumes the top and bottom chords to be laterally braced at ti 3.All lateral force resisting elements such as temporary and permanent f,- DES. BY: LA statnFty bracing must be designed by designer of complete structure. 2'o,c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). 24243 'f DATE: 5/23/2012 CompuTrus assumes no responsibiity for such bracing. 3.2x Impact bridging or lateral bracing required where shown•t (y 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblliry of the respective contractor. O R6b!STES SEQ. : 5192 562 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and era for-dry condition-of use. '�� } TRANS ID: 3 39 845 5.CompuTrus has no control over and assuroes no responsibiity for the 6. Design assumes full bearing at all supports shown.Shim or wedge if [ OVAL. ' labncation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r( / 1 v , 1. 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 III I I HI I I I II Ili I I I IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10,For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). II II This design prepared from computer input by Is PACIFIC LUMBEiI-BC ' - LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 1.12=(-1004) 828 1- 9=(-855) 1378 3- 9=(-229) 348 2x6 DF SS T1 SPACED 24.0' O.C. 1- 3=(-1832) 987 9-10=(-537) 1012 9- 4=(-244) 454 BC: 2x4 DF #1&BTR 2- 4e( 0) 0 10- 8=(-609) 1424 4-10=( -8) 511 - WEBS: 2x4 DF STAND LOADING 3- 4=(-1450) 861 10- 5=(-258) 125 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 5=(-1503) 632 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=(-1894) 770 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=( -50) 39 NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL TOP CHORD AREAS NOT SHEATHED S LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPBF LIVE LOAD. TOP 0'- 0.0' -690/ 391V -252/ 309H 143.50' 0.63 OF ( 625) OVERHANGS: 0.0' 16.5' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11'- 11.5' -8/ 7274 -228/ 347H 143.50' 1.16 DF ( 625) 34'- 6.0' -240/ 1111V -236/ 113H 5.50' 1.78 OF ( 625) Gable end truss on continuous bearing wall. M-1.5x4 or equal at non-structural M-1x3 or equal typical at Stud verticals. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). Refer to CompuTrus gable end detail for MAX LL DEFL = 0.057' @ 19'- 4.2' Allowed = 1.104' Connector plate prefix designators: complete specifications. MAX TL CREEP DEFL = -0.106' @ 26'- 7.8' Allowed = 1.472" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.007' @ 35'- 10.5' Allowed = 0.138' M,M20HS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.007° @ 35'- 10.5' Allowed = 0.183° TRUSS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = -0.027' @ 34'- 0.5' ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.036' @ 34'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 1-04-0"�8 34-06 Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, 22-05-14 5-07-04 7-09-06 Enclosed, Cat.2, Exp.6, MWFRS, interior zone, load duration factor=1.6 18-07-08 5-09 5-05-12 6-00-04 T T T 1' - 12 =M-4x4+ 12 6.00 V a 6.00 V. -5x6 c PR F M-3x4+(s) 111111111111111°111: ¢! OF,3s 6-3x6(S) �`p G1NF i . •M-1.5x4 41./ 4/ F' - ct. libli V• 1 .-, -- dor ORj.Nco ,,'�'I = _ *`: o -�'G G�Y 26. '° `U�•o M-3x4 8 0.25' M-2105x4 =M-4x4 0 /-A. JOHaC � 5/23!'!Z M-3x4+ M-5x6(S) y y y y EXPIRES 6/30113 19-04-03 7-03-11 7-10-03 1-04-08 34-06 1J-04-08 �� .JOJf,. JOB NAME : BROWNSTONE AT THE CROSSING - B GE Scale: 0.1900 a'10 �� WARNINGS: GENERAL NOTES.unless otherwise noted / I L•y 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: B GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.204 compression web bracing must be installed where shown n. truss designer or buss engineer. /- 2. Design assumes the top and bottom chords to be lateraly braced at 3.All lateral force resisting elements such as temporary and permanent f I/ DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c. tivety unless braced throughout their length by such a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 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. 1 OA� l2IJ 1 Gtl S E Q. : 51 925 63 fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, `�V.p `- design loads be applied to any component. and are for"dry condition'of use. V TRANS ID: 33 9845 5.CompuTrus has no control over and assumes no responsibility for Me 6. Design assumes full bearing at all supports shown.Shim or wedge if 10NA3 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5 11//z v „„ 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 VIII I II 111 I IIII VIII VIII I II I III TPI/WTCA in SCSI.copies of which will be furnished upon request. Digs indicate with joint plate center lines. �_ '` /� /Arli 9. Digits indicate size of plate in inches. EXPIRES CompuTrus,Inc.Software 7.6.2(1 L)-Z 0 and/or ESR-1311, eB design values see ESR-2529(CompuTrus) III II This design prepared from computer input by v + PACIFIC LUMBE`Y-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2-10=(-725) 2380 3-10=(-258) 143 BC: 2x4 OF #18BTR SPACED 24.0' O.C. 2- 3=(-2786) 902 10.11=(•632) 2009 10- 4=( 0) 476 WEBS: 2x4 OF STAND 3- 4=(-2549) 736 11.12=1.632) 2009 4.11=(-683) 222 - LOADING 4- 5=(.1813) 600 12- 8=(-725) 2380 11- 5=(-229) 1244 TC LATERAL SUPPORT <= 12'OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(.1813) 600 11- 6=(-683) 222 BC LATERAL SUPPORT <= 12'OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2549) 736 6-12=) 0) 476 TOTAL LOAD = 42.0 PSF 7- 8=(-2766) 902 12- 7=(-25B) 143 OVERHANGS: 16.5' 16,5' B- 9=( -50) 39 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -233/ 1644V -196/ 196H 5.50" 2.63 DF ( 625) 34'- 6.0' -233/ 1644V -196/ 196H 5.50' 2.63 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007' @ -1'- 4,5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.139' @ 17'- 3.0' Allowed = 1.679" MAX TL CREEP DEFL = -0.280' @ 17'- 3,0' Allowed = 2.239' MAX LL DEFL = 0.007' @ 35'- 10,5' Allowed = 0.138' MAX TL DEFL = 0.007' @ 35'- 10.5' Allowed = 0.183" MAX HORIZ. LL DEFL = 0.060' @ 34'- 0.5' MAX HORIZ, TL DEFL = 0,094" @ 34'- 0.5' 17-03 17-03 Design conforms to main windforce-resisting T system and components and cladding criteria. 6-01-05 5-06-13 5-06-13 5-06-13 5-06-13 6-01-05 T i" 1` ' In T T Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Exp,B, MWFRS, 6.001/ M-4x6 Q 6.00 interior zone, load duration factor=l.6 4.0" 5 4X M-5x6(6) M-5x6(5) 0.25' 0.25' 4t• %- PROF�c �`°C��GtN Js�Z M-1.5x4 M-1.5x4 ,� �` :�i1 �R / . • FOR' •N � , o IM-3x8 M-2�5x4 �b.2' M-2�5x4 M-3x8 0 A. JO\ 6/23,' _ M-5x8(6) y y y y y EXPIRE=S 6/30/13 8-10-12 8-04-04 8-04-04 8-10-12 y 1, l y 1-04-08 34-06 1.04-08 N. MP. .� - �� w i' - JOB NAME : BROWNSTONE AT THE CROSSING - B1 '�f....:' `9- O - Scale: 0.1900 O ' WARNINGS: GENERAL NOTES,unless otherwise noted: 7 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: B1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the f .- 2.204 compression web bracing must be installed where shown.. truss designer or buss engineer. ,-�: 2. Design assumes the top and bottom chords to be laterally braced at _ 3.All lateral force resisting elements such as temporary and permanent 2'o.n,and at 10'o.n.respectivety unless braced throughout their length by (+-.7 DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2a Impact bridging or lateral bracing required where shown vu 24243 4. No load should be applied to any component until alter all bracing and 4. Installation of truss is the responsibility of the respective contractor. A ST- SEQ. : 5192 564 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. O r-. ,, � design loads be applied to any component. and are for"dry condition"of use. $ C`„ TRANSID: 339845 5.CompuTrus has no control over and assumes no responsiWiry for me e.Design assumes full bearing at all supports shown.Shim or wedge if ,OVAL`' fabrication,handling,shipment and installation of components. necessary. [ 27 7 Design assumes adequate a on fc is of truss,and r �,// , rj 6.This design is furnished subject to the limitations set forth by a Plates shall be located on Doth faces of truss,anti placed so their center III I I I I I I 111 I I I I I ill TPI/WTCA in BCSI.copies of which will be furnished upon request, lines coincide with joint center lines. 9 Digits indicate size of plate in Inches. �� CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). II 111 It This design prepared from computer input by • m PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 9=(-732) 2381 3- 9=(-258) 143 BC: 2x4 DF q1&BTR SPACED 24.0' O.C. 2- 3=(-2787) 911 9.10=(-640) 2010 9- 4=( 0) 476 WEBS: 2x4 DF STAND 3- 4=(-2550) 745 10-11=(-647) 2011 4-10=(-683) 222 LOADING 4- 5=(-1814) 609 11- B=(-775) 2385 10- 5=(-235) 1244 TC LATERAL SUPPORT 4= 12'0C. UON. LL( 25.0)+DL( 7.D) ON TOP CHORD = 32.0 PSF 5. 6=(-1613) 608 10- 6=(-684) 231 BC LATERAL SUPPORT 4= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2552) 769 6-11=( -15) 479 TOTAL LOAD . 42.0 PSF 7- 8=(-2790) 944 11- 7=(-262) 178 OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE RR For hanger specs. - See approved plans LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0' -234/ 1648V -196/ 182H 5.50' 2.64 OF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 6.0' -199/ 1556V -196/ 162H 5.50' 2.49 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.139" @ 17'- 3.0' Allowed = 1.679' MAX TL CREEP DEFL = -0.280' @ 17'- 3.0' Allowed = 2.239' MAX HORIZ. LL DEFL = 0.060" @ 34'- 0.5' MAX HORIZ. TL DEFL = 0.094° @ 34'- 0.5' Design conforms to main windforce-resisting 17-03 17-03 system and components and cladding criteria. 6-01-05 5-06-13 5-06-13 5-06-13 5-06-13 6-01-05 Wind: 11D mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7.05, ,y -r T f T 1 ,( Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 6.00 p M-4x6 a 6.00 4.0" 5 -f7( M-5x6(S) 0.25" M-2.5x4 a. • <��U PROrcJ., M ��`' .� G1N ��• C2 G. (1-- 'ft/1 1'; 1 pR. N M c c G a� o M-3x8 M-295x4 e0.25' M-2.5x4 M-3x8 o G��A. jOt'0 r , M-5x8(5) �r75- y ; - y - EXPIRES 6/3011 8-10-12 8-04-04 6-04-04 8-10-12 1-04-8 34-06 y 1-04-08 . P*-JON, • W I, I. JOB NAME : BROWNSTONE AT THE CROSSING - B2 Vr1' ,, 1.•: Scale: 0.1994 yr WARNINGS: GENERAL NOTES,unless otherwise noted- i ' x Truss: 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review B 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web braang must be installed where shown•. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at y 3.All lateral force resisting elements such as temporary and permanent '• DES. BY: LA stability bracing must be designed by designer of complete structure. 2•c.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 • DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown.. A �(� SEQ. : 5192565 4.No load should be applied to any component until atter all bracing and 4. Installation of truss is the responsibility of the respective contractor. O "r°3x51 'Q C" fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment. J i>_�- tlesign loads be applied to any component, and are for"dry condition of use 0f♦7�L TRANSID: 3 3 984 5 5 CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full Dearing at all supports shown Shim or wedge it 1 N fabrication,handling,shipment and installation of components. necessary. r 9 P W 8.Design assumes adequate on both face is truss. ‘ % � 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both feces o(truss.end placed so their center CZOMINNTISMIIIII IM I I I I I I I 11 11 I I III III TPINVTCA in BCSI.copies of which will be furnished upon request. Ines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). II III This design prepared from computer input by PACIFIC LUMBER'-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2791) 953 1- B=(.782) 2385 2- 8=(-261) 178 BC: 2x4 DF k15BTR SPACED 24.0' O.C. 2- 3=(-2553) 778 8- 9=(-654) 2012 8- 3=( -14) 479 WEBS: 2x4 OF STAND 3- 4=(-1B14) 617 9-10=(-654) 2012 3- 9=(-684) 231 - LOADING 4- 5=(-1814) 617 10- 7=(-782) 2386 9- 4=(-242) 1245 TC LATERAL SUPPORT do 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2553) 778 9- 5=(-6B4) 231 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-2791) 953 5-10=( -14) 479 TOTAL LOAD = 42.0 PSF 10- 6=(-261) 178 ** For hanger specs. - See approved plans onnector plate prefix des BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C i Conn toCpa (or o prdes = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) M,M20HS,M16HS,M16 n Mprek MT series 0'- 0.0' -200/ 15560 -182/ 182H 5.50' 2.49 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 6.0' -200/ 1556V .182/ 182H 5.50' 2.49 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.139' @ 17'- 3.0' Allowed = 1.679' MAX IL CREEP DEFL = -0.281' @ 17'- 3.0' Allowed = 2.239' MAX HORIZ. LL DEFL = 0.060' @ 34'- 0,5" MAX HORIZ. TL DEFL = 0.094" @ 34'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 17-03 17-03 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 6-01-05 5-06-13 5-06-13 5-06-13 5-06-13 6-01-05 12 12 6.001/ M-4x6 '',I6.00 4.0" 4 -y,r M-2.5x4 M•2.5x4 <ckc- PROFF�s; •M ,��,1NF C2 Cr) OR' t4 cc) .'111111111111111141-o 8 Ira o TG�Q a�� 0 1M-3x8 M-2.5x4 90.25' M-2�5x4 M-3x8 o '4- JQ\ 5/?3/iZ M-5x8(S) y 1, y y y EXPIRES 6/3011 8-10-12 8-04-04 8-04-04 8-10-12 34-06 (1,. 3 0J M06 - 1 . JOB NAME : BROWNSTONE AT THE CROSSING - B3 Scale: 0.1965 7- .��,,.` '� 2' WARNINGS: GENERAL NOTES,unless otherwise noted . 11 ,dt B3 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review - j �" Truss: B 3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be metalled where shown*. truss designer or truss engineer. / t 2. Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 2'o c and at 10'o.c.respectively unless braced throughout their length by r / DES- BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 4 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 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 responsibilrty of the respective contractor. Air,, SEQ. : 5192566 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, O r" , ��t design loads De applied to any component. and are for"dry condition"of use. - TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibitty for the S and necessary.ar assumes hill bearing at all supports shown.Shim or wedge if 'ONAL fabrication.handling,shipment and installation of components. 5 11'/r j ' . 7.Plates assumes adequate on both drainage is provided. o ,i y� B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on Doth faces of truss,and placed so their center All I I I I I III II I I I I I 111111 TPI/WTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. �� CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1988(MiTek). II III . • a i LUMBER SPECIFICATIONS TRUSS SPAN 36'- 5.5' TC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 ICOND. 2: 2325,00 LBS DRAG LOAD. BC: 2x4 OF 81&BTR SPACED 24.0' 0.C, WEBS: 2x4 OF STAND; 204 OF #1&BTR A LOADING Note: Design assumes uniform loading of LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF drag load across entire to chord, Connection TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF to roof diaphragm and shear wall by others. BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, bearing wall for entire span UON._ Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series Web braces shown (+) may be applied to either side of web at location shown. 14-10 4-00 17-07-08 T T 1' 1' 7-05 7-05 4-00 5-11-01 5-11-01 5-09-05 T T T I '1 1 1' 12 6.00 Imo' +2x4 web brace required. Laterally brace to roof diaphragm. M-5x6 M-3x8 M-3x6 M-1.5x4 4 5 6 7 M-1.5x4 M-3x8 M-5x6 \ /- 1 2 0 o _ - 0 u, A \ 4-1 H-1 \ ,.-1- \ H-1 H-1 A 0 co mw $' r, ) \j, u I b B 9 10 0.25'11 12 13 14 M-1.5x4 M-3x6 M-1.5x4 M-3x6 M-3x6 M-5x8(S) M-3x6 y k l k k )r k 7-05 7-01-08 4-05-04 5-09-05 5-07-09 6-00-13 1- - l 36-05-08 • _ '49 PRO/ • JOB NAME : BROWNSTONE AT THE CROSSING - B DRAG �{� p�-3ONN1� c, Scale: s�? Scale: 0,2353 �V a NV �r10 !v ' i` WARNINGS: GENERAL NOTES,unless otherwise noted: 17 lit. (1. �.' n" 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review I T:',ft O d Truss: B DRAG and Warnings before construction commences. and approval is the responsibility of the building designer.not the truss designer or truss engineer. °R14011 2.2x4 compression web bracing must be installed where shown r-. 2.Design assumes the top and bottom chords to be laterally braced at !, co 3.All lateral force resisting elements such as temporary and permanent ` V DES. BY: LA stability bracing must be designed D designer of complete structure. 2 o.c.and at 10'o.c.respectively unless braced throughout their length by a r / �� Gi�'26.19 `V� N 9 9^ Y g P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C ` • DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown o 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. SE Q. : S192567 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, 24243 G�� design bads be tippled to any component. and are for"dry condition'of use. 4. JON 5//3//2. TRANS ID: 339845 5.CompuTrus has no control over end assumes no responsibiiry for the 6.Design assumes lull bearing al all supports shown.Shim or wedge if t7 +rSTE fabrication,handling,shipment and installation of components. J 1. 7.Design assumes adequate drainage is f truss,a OVAL EXPIRES 6.This design is furnished subject to the limitations set forth by 6. plates shalt be located on both faces of provided. 6. and placed so their center S/ L 6/30113 VIII 111111111111111111 11 1111 11 TPI/V✓TCA in SCSI,copies of which will be furnished upon request. hies concise with joint canter lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 0.For basic connector plate design values see ESR-2529(CompuTrus) �0� and/or ESR-1311.connector ESRte de gn values i 1111E 111 i i • • LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5" TC: 2x4 DF M1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 of M18&BTR SPACED 24.0" O.C. IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss On continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 11-1x2 or equal typical at stud verticals. M,M2OHS,M1BHS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. • 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 6.00L/AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0 = . 1111111111 g sh m o to PROPe6,6,, 9. M-2.5x4 ;`‘GtN4.. Oy „ tlitilk■ ,- o•'$.N q, 0 Gl -0-26.'N c) ,`c) 1-04-08 y 7-08-08 l G,�A• JON��Si/Viz EXPIRES 613011 • • JOB NAME : BROWNSTONE AT THE CROSSING - C GE Q' �� o Scale: 0.6489 ' O 1. WARNINGS: GENERAL NOTES, unless otherwise noted: •� Z. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �,r, Truss: C GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2 2.2x4 compression web bracing most be installed where shown*. truss designer or truss engineer. / 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent I-.1 • DES. BY: LA stability bracing most be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood heathi )and/or drywall(BC). 24243 DATE• 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown*v bb �(� 4. No load should be applied to any component until after all baring and 4.Installation of truss is the responsibility of the respective contractor. 1O.�^t 'R: SEQ. : 5192 5 68 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. design bads be applied to any component. antl are for-dry condition"of use. p/ TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Desig�assumes full Dearing et all supports shown.Shim or wedge if SIONAL fabrication,handling.shipment and installation of components. necessary S/'Z l!G 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 111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. fines coincide with joint center Fries. 9 Digits indicate size of plate in inches. EXPIRES y / CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-7311,ESR-1968(MiTek). IIII III This design prepared from computer input by PACIFIC LUMBE -BC ' - LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF K18,BTR LOAD DURATION INCREASE = 1.15 1-2=( -50) 39 2.4=("101) 86 3.4=(-234) 195 BC: 2x4 DF M18,BTR SPACED 24.0' O.C. 2-3=(-148) 232 WEBS: 2x4 DF STAND - LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -85/ 441V -103/ 131H 5.50' 0.71 DF ( 625) OVERHANGS: 16.5' 0.0' 7'- 8.5' -41/ 309V -103/ 131H 3.50' 0.49 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 124 VERTICAL DEFLECTION LIMITS: LL=L0, TL=LIIBO M,M2OHS,M18HS,M MAX LL DEFL = TION7• M -1'- L/24 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Allowed = 0.138•MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VAX TC PANEL LL DEFL = 0.336' @ 4'- 2.9" Allowed = 0.512" MAX TC PANEL TL DEFL = -0.365' @ 3'- 11.9' Allowed = 0.768' 7.08-08 T f MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' 12 MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' 6.0017 M-1.5x4 This truss does not include any time dependent - deformation for long term loading (creep) in the total load deflection. The building designer j shall verify that this parameter fits with the It intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 I- 0 Cu 0 R c:.o PROFFss o _ � ►� W2N4 0 M-2.5x4 M-1.5x4 1 ,/Gi1NEF+ �? A . a"016Nc, C /°'26s'`Cba y y y G�-A. JOVX 5/1V/2. 1-04-08 7-08-08 EXPIRES 613011 JOB NAME : BROWNSTONE AT THE CROSSING - Cl Scale: 0.5489 T e*` .�a��. WARNINGS: GENERAL NOTES,unless otherwise noted. 'y�f I 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review )),•' • Truss: C1 and Warnings before construction commences. and approval is the responsibifty of the building designer,not the /// 2.2=4 compression web bracing must be installed where shown., truss designer or truss engineer. j 2. Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 2 o.c.and at 10' f.i/-. DES. BY: LA stability bracing respectively unless braced throughout their length by bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibifty for such bracing. 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. IO V j �O�t�� 4[(J SEQ. : 519 25 69 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, J 1 L u�`s design loads be applied to any component. and are for"dry condition"of use. TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibiiry for the 6.Design assumes full bearing at all supports shown.Shim or wedge if n `SIGNAL necessary. fabncanon,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 5 r(//I 8.This design is furnished subject to the Imitations set forth by 8. Plates shah be located on both faces of truss,and placed so their center - / 1111111131111111111 TPINVTCA in BCSI.copies of which will be furnished upon request. Digs coincide with joint ate inr lines. �xanFS f 9.Digits oincide size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 0.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1968(MiTek). IIIII II ' This design prepared from computer input by• PACIFIC LUMBEtt-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -50) 39 2.5=( -34) 437 5-3=( -69) 251 BC: 2x4 OF H1&BTR SPACED 24.0' O.C. 2-3=(-574) 352 5-6=( -37) 437 3-7=(-510) 109 WEBS: 2x4 OF STAND; 3.4=(-210) 239 6-7=(-130) 437 7-4=(-163) 93 - 2x4 OF p1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'. 0.0' -93/ 595V -41/ 142H 5,50' 0.95 DF ( 625) OVERHANGS: 16.5' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5,0' -44/ 135V -117/ 129H 67,00' 0,22 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 13'- 0.0' -82/ 461V -128/ 152H 67.00' 0.74 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=Ll240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0,136' considered for this design. MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0,183' MAX TL CREEP DEFL = -0.024' @ 6'- 9.3' Allowed = 0.464' Connector plate prefix designators: MAX TC PANEL LL DEFL = -0.029' @ 3'- 1.9' Allowed = 0,453' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 6-11 6-01 MAX HORIZ. LL DEFL = 0.004' @ 12'- 8.5' ,. . MAX HORIZ. TL DEFL = 0.007' @ 12'- 8.5" 12 Design conforms to main windforce-resisting 6.00 M-1.5x4 system and components and cladding criteria. r Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, „/"------% Enclosed, Cat.2, Exp,B, MWFRS, interior zone, load duration factor=1.6 M-2.5x4 0 10 A o co r` s°PR°FFJ <C rr 1 in co crt 10 M-2.5x4 M-3x6 M-4 x6 0�` GLY-)6,v.t `o - , 1 Provide Full Continuous Bearingy Gf�A. jot-\' y 51`2 3 6-09-04 0-10-12 5-04 y y y CY.°IRFS 6/30113 1.04-08 13-00 JOB NAME : BROWNSTONE AT THE CROSSING - C2 ,,,D .....\- `,, "'., -. Scale: 0,3516 WARNINGS: GENERAL NOTES, unless otherwise noted. •f '2- • 1. Builder and erection contractor should be advised of all General Notes I. This truss design is adequate for the design parameters shown.Review Truss: C2 and Warnings before construction commences. and approval is the responsibity of the building designer,not the ~ 2.2x4 compression web bracing must be installed where shown r. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at j 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and a!1 D'o.c.respectively unless braced throughout their length by y"• DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown.0 At� �( �1 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 1O TjrS1 . - f S E lit. : 5192570 fasteners are complete and at no erne should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, fi+ design loads be applied to any component. and are for"dry condition"of use. S TRANSID: 339845 5.CompuTrus has no control over and assumes no responsibility for the e. Design e ese assumes full bearing at all supports shown.Shim or wedge if J'ONAL • fabrication,handling,shipment and installation of components. ry. - 7.Design assumes coed on both is trus,provided. it 7 v 41,,� B.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 III III I I II I III I III II II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. _ 9.Digits indicate size of plate in inches. MM CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1968(MiTek). L 111 11 II • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-10-DB GIRDER SUPPORTING 34-06-00 IRC 2009 MAX MEMBER FORCES 4WR/GDFICq=1.00 TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(.6728) 940 1.5=(•854) 5858 5-2=( -352) 2976 7-4=(-114) 82 BC: 2x6 DF SS 2.3=(.3628) 512 5.6=(.B42) 5758 2.6=(-3046) 424 WEBS: 2x4 OF STAND; LOADING 3-4=( -184) 216 6.7=(.484) 2958 6.3=( •584) 4674 - 2x4 DF 415BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 12'- 10.5' V 3.7=(-4476) 620 BC UNIF LL( 406.2)+DL( 296.2)= 702.5 PLF 0'. 0.0' TO 12'- 10.5' V TC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -690) 4998V -139/ 218H 5.50' 8.00 DF ( 625) Connector plate prefix designators: 12'- 10.5" -673/ 48714 -139/ 218H 5.50" 7.79 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. MAX LL DEFL = •0.052' @ 4'- 9.3' Allowed = 0.598' Join together 2 ply with 16d Common nails staggered at MAX TL CREEP DEFL = -0.124' @ 4'- 9.3' Allowed = 0.797' 9' oc throughout 2x4 top chords, 4' oc throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.013' @ 12'- 7.0' 9' oc throughout webs. MAX HORIZ. TL DEFL = 0.023' @ 12'- 7.0' +2x4 web brace required. Laterally brace to roof diaphragm. 4-11-01 3-10-13 4-00-09 Design conforms to main windforce-resisting T '( .1 system and components and cladding criteria. 12 6.001/ M-1.5x4 Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, -, Enclosed, Cat.2, Exp.B, MWFRS, I interior zone, load duration factor=1.6 Y M-5x8 1' 0 of M-3x8 ° to p fi pRO <p� Fss M-5x10 . zt" if ,. M In! M _0 ® v 1""" 5 B = 7 v OR. ° M-3x8 M-5x8 M-7x8 d�, ``y26.��b `U� y y y G�A. J0\-\a' Z /;;. 4-09-05 3-09-01 4-04-01 y /- EXPIRES 6/39113 12-10-08 WEDGE REQUIRED AT HEEL(S). j t:• •J 0114,"j, +~ W ,� JOB NAME : BROWNSTONE AT THE CROSSING - C GIRD S Q` cale: 0.3475 1', O '2,'' �� 7 WARNINGS: GENERAL NOTES,unless otherwise noted: 3:' , 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review I - �; Truss: C GIRD and Warnings before construction commences. and approvals the responsibility of the building designer.not the 2.2z4 compression web bracing must be installed where shown truss designer or truss engineer. r f_ ' 2. Design assumes the top and bottom chords to be laterally braced at y • 3.All lateral force resisting elements such as temporary and permanent 2•o.c.and at 10 o.c.respectively unless braced throughout their length M f- / DES. BY: LA �' stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2a Impact bridging or lateral bracing required where shown 0 0 °1 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Q L JrSTE12 SEQ. : 519 2571 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 3'JO TRANSID: 339845 5. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing al all supports shown.Shim or wedge d QNAL fabrication,handl-m shipment and installation of components. ry 9. P P 7.Plates assumes adequate on both faceisf truss, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed no their center III I I III III 011 IN III I III TPIMTCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1968(MiTek). 1E11 • • This design prepared from computer input by - PACIFIC LUMBE?I-BC ` LUMBER SPECIFICATIONS TRUSS SPAN 13'- 3,0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -50) 39 2-5=(-129) 575 5-3=( 0) 309 BC: 2x4 DF #1&BTR SPACED 24.0' 0.C. 2.3=(-732) 459 5-6=(-131) 571 3.6=(-666) 211 WEBS: 2x4 DF STAND; 3-4=(-214) 243 6-4=(-162) 95 • 2x4 DF #1&BTR A LOADING LL( 25.0)+DL( 7.0) DN TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ-IN. (SPECIES) 0'- 0,0' .114/ 661V -158/ 227H 5.50' 1,06 DF ( 625) OVERHANGS: 16.5' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 3,0' -761 549V -158/ 2278 3.50" 0.68 OF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IL DEFL = TION7' M -1'- L/24 Allowed = 0.138" M,M2DHS,MI8HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL = 0.007' @ -1'- 4,5' Allowed = 0,183' 7-00-08 6-02-08 MAX TL CREEP DEFL = -0.032' @ 6'- 10.8' Allowed = 0.833' MAX IC PANEL LL DEFL = -0.031' @ 3'- 2.5' Allowed = 0.463' f ,r 12 MAX HORIZ. LL DEFL = 0.005' @ 12'• 11.5' 6.00[7 M-1.5x4 MAX HORIZ. TL DEFL = 0.009' @ 12'• 11.5' Design conforms to main windforce-resisting X system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat,2, Exp.B, MWFRS, interior zone, load duration factor=l.6 M-2.5x4 10 A CO 0.- RP J:f n G1NFF. ‘-',:z. CD 14./ � a IN . 11(11V , •- = o 5 $6 M-2.5x4 M-1.5x4 M-2.5x4 v CSRION,Q1 ; y ..1' G��4. JOV 5//3/IZ 6-10-12 6-04-04 y y y EXPIRES 6/3011 1-04-08 13-03 p,.30ly�, 0. 4N9 w �4' JOB NAME : BROWNSTONE AT THE CROSSING - D1 Scale: 0.3801 ; ��` /p0'2 WARNINGS: GENERAL NOTES,unless otherwise noted. 'Of I- 1.Budder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ry Truss: D1 and Warnings before construction commences. and approval is the responsibilty of the building designer,not the 2.2,1 compression web bracing must be installed where shown.. truss designer a truss engineer. f 2. Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent ,„Sir DES. BY: LA stabf bracing must be designed designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fy 9 9 by W continuous sheathing such as plywood sheathing(TC)and/or tlrywa9(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibilty for such bracing. 3.2x Impact bridging or lateral bracing required where shown•• r(1 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respectve contractor. 14.1„..131r1/56c0" O :`1r1/56"(_t�'r (!" SEQ. : 51 9257 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1 �� design loads be applied to any component. and are for"dry condition"of use. S TRANS ID: 3 3 984 5 5.CompuTrus has no control over and assumes no responsibilty for the e. Dec''aSeassumes full bearing at all supports mown.Shim or wedge if TONAL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ( L '! /L 6.This design is furnished subject to the limitations set forth by 9. Plates shall be located on both faces of truss,and placed so their center I IIIII I I III 111 I III I III 1 I III TPIA lTCA in SCSI,copies of which will be furnished upon request. Foes coincide with join)center lines. EXPIRES 1 Q 3 ' 9. Digits indicate size of plate in inches. !U CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-19a8(Mack). Ill III This design prepared from computer input by • • PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 3.0' ICOND. 2; 5450.00 LBS DRAG LOAD, 1 TC: 2x4 DF p16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF k188TR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. _ WEBS: 2x4 DF STAND; LOADING 2x4 DF 41SBTR A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, DL ON BOTTOM CHORD = 10,0 PSF Enclosed, Cat.2, Exp.B, MFRS, TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF interior zone, load duration factor=l.6 BC LATERAL SUPPORT <= 12'0C. UON. Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON.or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 7-00-08 6-02-08 T T 12 6.00! M-2.5x4 01 M-5x6 04 A co " c'¢EO PR0A-L- of MIA LII der 1 ° M-3x8 M-sx8 M-46x8 at,OFt ON�4� �9 x'26. ,`p J.' y GfOA- JON�5-23' 6-10-12 6-04-04 ), .) y EXPIRES 6/3011 1-04-08 13-03 a� p„.10114,0. �o JOB NAME : BROWNSTONE AT THE CROSSING - D DRAG Scale: 0.3787 4Q' , #11 y. .o WARNINGS: GENERAL NOTES,unless otherwise noted. �i 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �.+- Truss: D D RAG and Warnings before construction commences. and approval is the responsibiity of the building designer,not the 7 2.204 compression web bracing must be installed where shown*. truss designer or truss engineer. / 3.AR lateral In resisting .Design assumes the top and bottom chords to be laterally braced at n9 elements such as temporary and permanent 'I j ..- DES. BY: LA stab7iry bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). 24243 DATE• 5/23/2012 CompuTrus assumes no responsibiiy for such bracing. 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 responsibrity of the respective contractor. 1O CM77:) SEQ. : 5192 573 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, \"��"�� design loads be applied to any component. and are for"dry condition"of use. S TRANSID: 33984 5 5. CompuTrus has no control over and assumes no responsibiiy for the 6. and ar assumes pull bearing at all supports shown.Shim or wedge if fON fabrication,handling. ary_ 5 12//z rig,shipment and installation of components. 7 Design assumes adequate drainage is provided. G 7 Zl 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 1111 II I I I I II I I II III 11 11 I III TPI/WTCA in BCSI,copies of which will be furnished upon request. Ines coincide with join)center f new. _ 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). II DI II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-03-00 GIRDER SUPPORTING 34-06-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-6966) 974 1-5=(-884) 6070 5.2=( -362) 3076 7-4=(-116) 84 BC: 2x6 DF SS 2-3=(-3750) 530 5.6=(-872) 5968 2.6=(-3162) 440 WEBS: 2x4 OF STAND; LOADING 3-4=( -190) 220 6-7=(-500) 3064 6.3=( -604) 4826 - 2x4 DF #18BTR A TO UNIF LL( 50.0)+DL( 14.0)u 64.0 PLF 0'- 0.0' TO 13'- 3.0' V 3-7=(.4626) 640 BC UNIF LL( 406,2)+DL( 296.2)= 702.5 PLF 0'- 0.0' TO 13'- 3.0' V TC LATERAL SUPPORT <= 12'0C. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO-IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, 0'. 0.0' -710/ 5142V -143/ 224H 5.50' 8.23 DF ( 625) Connector plate prefix designators: 13'. 3.0' -693/ 5014V -143/ 224H 3.50' 8.02 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. MAX LL DEFL = -0.056' P 4'- 10.8' Allowed = 0.625' Join together 2 ply with 16d Common nails staggered at 9' oc throughout 2x4 top chords, MAX IL CREEP DEFL = -0.132' @ 4'- 10.8' Allowed = 0.633'O @ 4' oc throughout 2x6 bottom chords, MAX HRIZ. LL DEFL = 0.014' 12'- 11.5' 9' oc throughout webs. MAX HORIZ. TL DEFL = 0.024' @ 12'- 11,5' +2x4 web brace required. Laterally brace to roof diaphragm. 5-00-09 4-00-05 4-02-01 ,` f ,` f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.001/ M-1.5x4 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, t interior zone, load duration factor=1.6 M-5x8 Ohhik. M-3x8 co � PROF M 5x10 <`6cD �,P11VF� L M e' :1S! - �® mvo ii M-3x8 M-5x8 M-7x8 0 c`Y ? h� "t-b, JO� ' y y y ..�ti f2' 7,.?.. 4-10-13 3-10-09 4-05-09 y y EXP,IR,S1 513011 13-03 WEDGE REQUIRED AT HEEL(S). JOB NAME : BROWNSTONE AT THE CROSSING - D GIRD Scale: 0.3459 Q' �t U '2' WARNINGS: GENERAL NOTES,unless otherwise noted. ..s Z- 1 Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review - j" Truss: D GIRD and Warnings before construction commences. and approval is the responsibifty of the building designer,not the 2.2x4 compression web bracing must be installed where shown.. truss designer or truss engineer. ' 3.All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and rr000m chords to be laterally braced at c / DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ry g m gn y continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). �(y 24243 DATE: 5/23/2012 CompuTrus assumes no responsibrhy for such bracing. 3.2x Impact bridging or lateral bracing required where shown.. Zf t, ��/V� 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. 0 Gam( iLC- SEQ. : 5192574 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, \ design loads be applied to any component. and are for"dry condition"of use. SIGNAL TRANSID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes ssumes full bearing at all supports shown.Shim or wedge if C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C/n /R.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both Faces of truss,and placed so their center I III I I I I I I I IN I II I I II TPIIWTCA in BCSI,copies of which will be furnished upon request, hoes coincide with joint center lines ' 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). II 1111 • This design prepared from computer input by PACIFIC LUMBER'-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 9.8' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF M18BTR LOAD DURATION INCREASE = 1,15 1- 2=( -50) 39 2- 7=(-293) 1442 7. 3=) 0) 319 11- 6=(-983) 381 BC: 2x4 DF N18BTR SPACED 24.0' 0.C. 2- 3=(-1723) 659 7- 8=(-295) 1439 3- 8=(-729) 235 WEBS: 2x4 DF STAND 3- 4=(-1015) 421 B-10=("131) 764 8- 4=( -36) 461 - LOADING 4- 5=( -984) 407 9-11=( 0) 0 8- 5=(-107) 89 TC LATERAL SUPPORT <= 12'0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -865) 380 10-11=(-211) 177 5-10=(-444) 257 BC LATERAL SUPPORT <= 12'0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 10- 6=(-252) 919 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.5' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -179/ 1141V -172/ 227H 5,50' 1.83 DF ( 625) vertical members (uon), 24'- 9.B' -141/ 1035V -172/ 227H 3.50' 1.66 OF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP P P 9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, C,CN,C18,CN18 or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.007' @ -1'- 4.5" Allowed = 0.138' MAX TL DEFL = 0.007" @ -1'- 4.5' Allowed = 0.183° MAX LL DEFL = -0.051' @ 7'- 5.8" Allowed = 1,203' MAX TL CREEP DEFL = -0.122' @ 7'- 4.9' Allowed = 1.604' 14-09-12 10-00 T f 1' MAX H08IZ. LL DEFL = 0.032' @ 24'- 6.1' 7-06-10 7-03-02 5-10-04 4-01-12 MAX HORIZ. TL DEFL = 0.053' @ 24'- 6.1" f T l' 1" l' Design conforms to main windforce-resisting 12 HM-4x4 12 system and components and cladding criteria. 6.00 f/ '---..1 6.00 4.0' Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 4 \ interior zone, load duration factor=l.6 M-2.5x4 I il cb 111111111000,,M-2.5X41110 .3x4 -* �/I rr■I11 _T ,C;%D PR°FA--, • ° - 7 8 M-5x6 1v ��` `SG?o M 4x4 M-1.5x4 M-3x8 �� G1t4FF 4.M 3x6(S) _ �tf - Q, ?E. __ o 9 -11 _' - if V. o M-4x6 II 6.26 2 N�, 1, y y y 0-07y05 O vGLY78,h°-' v-) k 7-04-14 l 7-04-14 6-00 y 4-00 y ��lb JO\�aA") 1 y 8-09-06 12-00-06 y 3-04-11 y 7%25;'i 1-04-Q8 20-09-12 y 3-08-08 y L.f•• •{.-S 6/3011 /� 20-09-12 4-00 y y y 24-09-12 yl- p. 3ON - 1-04-08 0-03-08 W t` N11, JOB NAME : BROWNSTONE AT THE CROSSING - E GE T 4/1� �Uo� Scale: 0.1859 10- it WARNINGS: GENERAL NOTES,unless otherwise noted: "s i- 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review j' Truss: E GE and Warnings before construction commences. and approval is the responsibilty of the building designer,not the 2.2x4 compression web bracing must be installed where shown truss des yn„r or tru - yineei. _ '' 3.All lateral force resisting lements such as tern per 2. Design assumes the top and bottom chords to be laterally braced at y g temporary and r c re. 2•o.c.and 0110 o c.respectively unless braced throughout their length by - DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243• • DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2u Impact bridging or lateral bracing required where shown++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. O R1SE�•SEQ. : 51925 75 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, • design loads be applied to any component. and are for"dry condition"of uses• 1 - TRANS ID: 339845 5. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if IOhAl necessary. Ci?3/,, fabrication,handling,shipment and installation of components. 7_Design assumes adequate qu to drainage is provided. v 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center II III I I I I I II I III I ' II TPI/WTCA in SCSI,copies of which will be furnished upon request Dies coincide with joint center lines. 9 Digits incicote size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.and basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1711,ESR-1988(MiTek). II II ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 9.8' IAC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-293) 1442 7- 3=( 0) 319 11- 6=(-983) 381 BC: 2x4 DF R1&BTR SPACED 24.0' O.C. 2- 3=(-1723) 659 7- 8=(-295) 1439 3- 8=(-729) 235 WEBS: 2x4 DF STAND 3- 4=(-1015) 421 8-10=(-131) 764 8- 4=( -36) 461 - LOADING 4- 5=( -984) 407 9-11=( 0) 0 B- 5=(-107) 89 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -865) 380 10.11=(-211) 177 5.10=(-444) 257 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 6=(-252) 919 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.5' 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 90.IN. (SPECIES) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -179/ 1141V -172/ 227H 5.50' 1.83 DF ( 625) vertical members (uon). 24'- 9.8" -141/ 1035V -172/ 227H 3.50' 1.66 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2DHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.051' @ 7'- 5.8' Allowed = 1.203' MAX IL CREEP DEFL = -0.122' @ 7'- 4.9' Allowed = 1.604' 14-09-12 10-00 f 1 T MAX HORIZ. LL DEFL = 0,032' @ 24'- 6.1' 7-06-10 7.03-02 5-10-04 4-01-12 MAX HORIZ. TL DEFL = 0.053' @ 24'- 6.1' f f f f T Design conforms to main windforce-resisting 12 HM-4X4 12 system and components and cladding criteria. 6.00 I/ �1 6.00 4.0" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4 ,f.,r Enclosed, Cat.2, Exp.B, MWFRS, +,\ interior zone, load duration factor=1.6 M-2.5x4 M-2.5x4 All , /M-3x4 o ° 7 0lFo ' e liiiiihn. <�� vsi o M-4x4 M-1.5x4 M-3x6 M•5x6 v ��`?' GINEF. :=y M-3x6(S) . _ r,� - I/1.1..• -/G 9 11 �o M-4x6 6.26 Jr J• l 0-07,05 - O 6 7-04-14 7-04-14 6-00 4-00 9G✓De,,N'. V im . • � y , , y /p N� A JOV y ) 8-09-06 12-00-06 y 3-04.11 y -� 1-04-9.8 Q 20-09-12 y 3-08-08 y ;yo{ 130113 20-09-12 4-00 .. y y 24-09-12 yy • N.3Of-jA; , 1-04-08 0-03-08 ,\'v w 40404"l' JOB NAME : BROWNSTONE AT THE CROSSING - El �- 't� ft O Scale: 0.1859 I C.) �' •° WARNINGS: GENERAL NOTES,unless otherwise noted 1.Builder and erection contractor should be advised of alt General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: E 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown-Y. truss designer or truss engineer. _ '- 2. Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent 2'0.c.and at 10'o.c.respectively unless braced throughout their length by 0/-:.- DES. BY: LA stability bracing must be designed by designer of complete sbucture continuous sheathing such as plywood sheathing(TC)and/or drywall(aC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.20 Impact bridging or lateral bracing required where shown n* ,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. Q ,.?,E.,,,(`�{.''(�1 SEQ. : 5192 57 6 fasteners are complete and at no bme should any loads greater than 5.Design assumes trusses me to be used In a non-corrosive environment, '( '5'.; ''- design loads be applied to any component. d are for"dry condition'of use. S TRANSID: 33984 5 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 .ONAl necessary. fabrication,handling,shipment and Installaton of components. 7.Design assumes adequate drains is g q faces of truss,a 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both(aces of truss,and placed so their center IIIII I I III I I II II III II TPIIWTCA in eC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. IMIMM CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1989(MiTek). II II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 9.8' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF M15BTR LOAD DURATION INCREASE = 1.15 1-2=( -50) 39 2.6=1.218) 1147 6-3=) 0) 321 BC: 2x4 OF N18,BTR SPACED 24.0' O.C. 2.3=("1386) 570 6-7=1-220) 1144 3-7=(-745) 239 WEBS: 2x4 DF STAND 3-4=( -669) 330 7-8=(-168) 121 7-4=( 0) 245 LOADING 4-5=( -622) 313 7-5=(-140) 598 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5-8=(-813) 353 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: 16.5" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL D'- 0.0' •157/ 981V •172/ 199H 5.50' 1.57 DF ( 625) Connector plate prefix designators: REOUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 20'- 9.8' -117/ 860V -172/ 199H 3.50' 1.38 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'• 4.5' Allowed = 0.183' MAX LL DEFL = -0.037' @ 7'- 5.8' Allowed = 1.003' 14-09-12 6-00 MAX TL CREEP DEFL = -0.088" @ 7'- 4.9' Allowed = 1.337' T f T MAX HORIZ. LL DEFL = 0.013' @ 20'- 8,0' 7-06-10 7-03-02 6-00 MAX HORIZ. TL DEFL = 0.021' @ 20'- 8.0' T f f f Design conforms to main windforce-resisting 12 1111-4X4 12 system and components and cladding criteria. 6.00 I/ Q 6.00 4 0e Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4 41,( Enclosed, Cat.2, Exp.B, MWFRS, aF\ interior zone, load duration factor=1.6 M-2.5x4 M-2.5x4 -/ 0 o � 8 c.. 'Ik's'illr 1 .- B 7 rB OR' IIN ° M-3x4 M-1.5x4 M-3x8 Y-1.5x4 ✓c../ °b M-3x6(S) p ,' 9 L Jr y Jr Jr /-1A• i '-7-04-14 7-04-14 6-00 5 V1%4 y 8-09-06 y 12-00-06 y EXPIRES 6!30!1 r l y 1-04-08 20-09-12 ON . 'J$) N. j11, � w , ,�v40 . JOB NAME : BROWNSTONE AT THE CROSSING - E2 Ewa.: 0.2754 *1•,; � lL 1' WARNINGS: GENERAL NOTES,unless otherwise noted: .. 3' 1-Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ' Truss: CO and Warnings before construction commences. and approval is the responsibilty of the building designer,not the 2.2x4 compression web bracing must be installed where shown-. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at • 3.All lateral force resisting elements such as temporary and permanent r-" -- DES. BY- LA stabity bracing must be designed by designer of complete structure. 2 c.c.and at 10'o.c. tivey unless braced throughout their length by such a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsib fy for such bracing. 3.2x Impact bridging or lateral bracing required where shown*■ jy.,.gip 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. 1Q ��.7IJ 1 Lr��wt,� SEQ. : 51925 7 7 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment. i design bads be applied to any component. and are for"dry condition"of use. t+/1 TRANSID: 339845 5.CompuTrus has no control over and assumes no responsibifty for the 6. Design are assumes full bearing at all supports shown.Shim or wedge if TONAL fabrication,handling,shipment necessary. S // g, pmem and installation of components. 7,Design assumes adequate drainage is provided. v JUL 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II IIII i I IIIII IIII IIIII II IIIII TPI WTCA in BCSI copies of which will furnished upon request Digs coincide et with join[center lines 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIII IN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'• 0.0° IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF @18BTR LOAD DURATION INCREASE = 1.15 1- 2=( .50) 39 2- 7=(-238) 1600 3- 7=1 -336) 173 BC: 2x4 OF #18BTR SPACED 24.0' 0.C. 2- 3=(-1899) 685 7- 8=)-209) 1115 7- 4=( 0) 605 WEBS: 2x4 OF STAND; 3- 4=(-1626) 507 8- 9=(-210) 156 4. 8=( -800) 243 2x4 DF e18BTR A LOADING 4- 5=) -731) 347 8. 5=( 0) 254 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -707) 341 8- 6=( -133) 831 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 9=(-1106) 378 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' •1B1/ 1228V -214/ 27tH 5.50' 1.96 DF ( 625) M-1.5x4 or equal at non-structural 25'- 0.0' -141/ 1200V -214/ 271H 3.50' 1.92 DF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.007' @ •1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.061' @ 9'- 8.4" Allowed = 1.212' MAX IL CREEP DEFL = -0.122' @ 9'- 8.4° Allowed = 1,617' 19-00 6-00 ,� MAX HORIZ. LL DEFL = 0,021' @ 24'- 10.3' 6-08-05 6-01-13 6-01-13 6-00 MAX HORIZ. TL DEFL = 0.032' @ 24'- 10.3' 1' '1 '1 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00122" IIM-4x4 Q 6,00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6°0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 5 .f,( interior zone, load duration factor=1.6 lf\ M-2.5x4 or equal at non-structural diagonal inlets. M-5x8(S) :M-3x4 0.25' � 40i1 M•••••• 111.1.-1.5x4 lefr o ��'q PRp>sFSys/ c '�,iNE$. O� • I fk/1V; , l� CO GQR'! NP� o � efe _8_ '-9 X12„ 4 -26,\. X39 . M-4x4 0.25' M-3x8 M-1.5x4 -A. JO\� M-5x8(S) Si2i ,k y k - r y,P1RpS 6/3011 9-08-06 9-03-10 6-00 > y y 1-04-08 25-00 JOB NAME : BROWNSTONE AT THE CROSSING - E GE3 Scale: 0.2351 Q' VII U�� WARNINGS: GENERAL NOTES, unless otherwise noted: ' ff) s ?• 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ,j' Truss: E GE3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown truss designer or truss engineer. • ' / 2. Design assumes the top and bottom chords to be laterally braced ate • 3 • .All lateral force resisting elements such as temporary and permanent ( / . DES. BY: LA stability bracing must be designed by designer of complete structure. 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). 24243 Q- DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 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. OA, (s CEr SEQ. : 51 925 7 8 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. S A TRANSID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6 Designs ssumes full bearing at all supports shown.Shim or wedge if / IQ7♦ff1L fabrication.handling.shipment and installation of components. ry 5 ' r %, -' 9 p°" 7 Desig assumes adequate drainage is provided. A.j, 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located o both laces of truss,and placed so their center i III II I I III II I II I IIIIIII TPI VVTCA in SCSI.copies of which ch w ll furnished upon request foes tide with Joint enter lines 9. Digits basic con size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). III 1111 This design prepared from computer input by PACIFIC LUMBER-BC + LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF p1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( .50) 39 2. 7=(-238) 1800 3- 7=( -33B) 173 BC: 2x4 DF p1&BTR SPACED 24.0' O.C. 2. 3=(-1899) 685 7- 8=(-209) 1115 7. 4=( 0) 605 WEBS: 2x4 OF STAND; 3. 4=(-1628) 507 8- 9=(-210) 156 4- 8=( -800) 243 . 2x4 DF 81&BTR A LOADING 4- 5=( -731) 347 6. 5=( 0) 254 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=( -707) 341 8- 6=( -133) 831 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 9=(-1106) 378 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -181/ 1228V -214/ 271H 5.50' 1.98 of ( 825) Connector plate prefix designators: 25'- 0.0' -141/ 1200V -214/ 271H 3.50' 1.92 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.061' @ 9'- 8.4' Allowed = 1,212' MAX TL CREEP DEFL = -0.122' @ 9'- 8.4' Allowed = 1.617' 19-00 6-00 , MAX HORIZ, LL DEFL = 0.021' @ 24'- 10.3' 6-08-05 6-01-13 6-01-13 6-00 MAX HORIZ. TL DEFL = 0.032' @ 24'- 10.3' T '( T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 IIM-4X4 Q 6,00 Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6,0, ASCE 7-05, 4.0' Enclosed, Cat.2, Exp.B, MWFRS, 5 ,15f interior zone, load duration factor=l.6 4s\ M-5x8(S) -3X4 0.25'0.25' �, , -, M-1.5x4 tn • ��V PROA-k-6, d c, �GINFF. �2 ``, A A co L4, li s co G 26. U o M-4x4 0,25' M-3X8 M-1.5x4 %G.�. JOHNS M-5x8(5) S/2 V/Z l k y y EXPIRES 6/30/1 9-08-06 9-03-10 6-00 y J. l 1-04-08 25-00 44.9 w JOB NAME : BROWNSTONE AT THE CROSSING - E3 Scale: 0.2351 46`_ a* ) Q�� WARNINGS: GENERAL NOTES,unless otherwise noted. i ' -1. 1, Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review •- Truss: E 3 and Warnings before construction commences. and approval is the responsibtity of the building designer.not the 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at . 3.All lateral force resisting elements such as temporary and permanent ' DES. BY LA stability bracing must be designed by designer of complete structure. 2•o.c.and al 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,q, 24243 DATE• 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ (1 SEQ. : 51925 7 9 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. la � r+x 4�" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, d 1 G 1 tlesign loads be applied to any component. and are for"dry condition"of use. p TRANSID: 3 3 9845 5.CompuTrus has no control over and assumes no responsidtity for the 6. Des gn assumes full bearing at all supports shown.Shim or wedge if 40NAL- fabrication,handling,shipment and installation of components. 7.Deli necessary. n assumes adequate ate drains 5 r 7/ _. Plates qu drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plat shall be located on both faces of truss.and placed so their center VIII IIII III VIII III I III Ell TPI/WTCA in BCSI,copies of which will be furnished upon request. tines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES 2 / CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-19813(MiTek). • II II - This design prepared from computer input by PACIFIC LUMBER.BC t LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.2' IRC 2009 MAX MEMBER FORCES 4WRIGDFICq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-166) 198 5-6=(•280) 201 1-5=(-120) 175 6-4=(-160) 446 BC: 2x4 DF #1&BTR SPACED 24.0' 0.C. 2.3=(-285) 284 6.7=(-268) 202 5-2=(-462) 243 4-7=(-636) 201 WEBS: 2x4 DF STAND; 3-4=(-260) 268 2-6=(-117) 135 - 2x4 DF #1&BTR A LOADING 6-3=( -86) 134 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX PERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -76/ 6684 -270/ 327H 5.50' 1.07 DF ( 825) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12'- 11.2' •981 597V -270/ 327H 3.50' 0.96 DF ( 625) C,CN,C18,CN18 or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IL DEFL L -01009' @ B'- 11.2' Allowed = 0.809' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = •0.015' @ 8'- 11.2' Allowed = 0.812' 8-11-04 4-00 MAX HORIZ. LL DEFL = -0.004' @ 12'- 9.5' T MAX HORIZ. TL DEFL = -0.004' @ 12'- 9.5' 4-05-10 4-05-10 4-00 1' '1 4' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.0017 IIM-4x4 "--,1 6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 3 4.0" Enclosed, Cat.2, Exp.B, 'MFRS, interior zone, load duration factor=1.6 i!11\ �M-2.5x4 M-2.5x4 4 r, M-1.5x4 c S A li,. .,' 0 4��0 PROFFS s co e �� 1VF �6: 7 M-2.5x4 M-3x M-1.5x4 vG/�0AJOF:lb: ct, 5/23/lz 1, 8-11-04 l 4-00 y EXPIRES 6/3011 y y 12-11-04 p.JOI14' ti9 Vi ��JOB NAME : BROWNSTONE AT THE CROSSING - F2 Scale: 0,2a79 / I A. '1' 110 � WARNINGS: GENERAL NOTES,unless otherwise noted. �- 1.Builder and erection contractor should be advised of am General Notes 1.This truss design is adequate for the design parameters shown.Review i ' Truss: F 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the • 2.2x4 compression web bracing must be installed where shown a truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at , 3.All lateral force resisting elements such as temporary and permanent o.c.and at 10'o.c.respectively unless braced throughout their length by r� DES. BY: LA stability bracing must be designed by designer of complete structure. 2' ucture. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown•• A 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 0 1S1 'it. SEQ. : 5192 5 8 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. V. Design assumes full bearing at all supports TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsib fly for the e 9 shown.Shim or wedge if SIONAL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. JI d 7! z Aj, 8.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 IIIIII I I I I IIII II I III II III TPI/W TCA in SCSI,copies of which wip be furnished upon request Dies coincide with joint center lines. EXPIRE! 9 Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2528(CompuTrus) and/or ESR-1311.ESR-1888(MiTek). IIII 11 111 - This design prepared from computer input by - PACIFIC LUMBER.BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/C =1.00 TC: 2x4 DF k16BTR LOAD DURATION INCREASE = 1.15 1. 2=( -50) 39 2- 7=(-253) 1619 3- 7=( -374) 194 BC: 2x4 DF k16BTR SPACED 24.0' 0.C. 2- 3=(-1925) 702 7- 8=(-233) 1057 7- 4=( -88) 710 WEBS: 2x4 OF STAND; 3. 4=(-175B) 579 8- 9=(-208) 354 4- 8=( -750) 293 - 2x4 DF k16BTR A LOADING 4. 5=( -992) 427 B- 5=( -181) 1183 LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -229) 263 5. 9=(-1076) 175 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=( -154) 203 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -180/ 1247V -234/ 324H 5.50' 2.00 DF ( 625) Connector plate prefix designators: 25'- 0.0' -142/ 1283V -234/ 324H 5.50' 2.05 DF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' VAX LL DEFL = -0.073' @ B'- 8.7' Allowed = 1.204' 21-00 4-00 MAX TL CREEP DEFL = -0.139' @ 8'- 8.7' Allowed = 1.606' - 7.04-05 6-09-13 6-09-13 4-00 max HORIZ. LL DEFL = 0.021' @ 24'- 8.5' MAX HORIZ. TL DEFL = 0.031' @ 24'- 8.5' 12 12 Design conforms to main windforce-resisting 6.0017 M-4x6 Q 6,00 system and components and cladding criteria. 4.0' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 5 'f'( Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 �M-1.5x4 M-5x8(5) vf,\ . M-1.5x4 IA o ��¢V PROFFss/ c l8 09 G26sN'I A2 $ T 0.25" M-2.5x4 T o its-4x4 M-275x4 se 9 G�bA. JON*c' /2311z M-7x8(S) 1, y 1, 1, EXPIRES 613011 8-08-11 8-02-03 8-01-02 J.- 1, /- 1-04-08 25-00 N W i - �. JOB NAME : BROWNSTONE AT THE CROSSING - F3 Scale: 0.2281 * . 'Z=' le WARNINGS: GENERAL NOTES,unless otherwise noted. . L: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design in adequate for the design parameters shown.Review r i Truss: F3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown.. truss designer or truss engineer. 2. Design assumes the lop and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent l I . ' DES. BY: LA stabil bracing must be designed by designer of complete structure. 2 o.c.and at 10'o.c.respectively unless braced throughout their length by ly 9 9 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 0-2x 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. C�jr �.i SEQ. : 5192 5 81 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 0 _ ,,: 4 design loads be applied to any component. end are for"dry condition"bearing use. 5' TRANS I D: 33 984 5 5.CompuTrus has no control over and assumes no responsibilily for the B.Docoasa or"dry to dition of use!supports shown.Shim or wedge if i lQNAL fabrication,handln shipment and installation of components. necessary. 9. P rto 7, Design assumes adequate drainage is provided. S.This design is furnished subject to the limeefurns het forts by g. Plates shad be located on both faces of buss.and placed so their center � � III I I I I I I II'I I I I I II TPIM/TCA in BCSI,espies of which will De furnished upon request. Dies coincide with pint center lines 9. Digits Indicate size of plate in inches CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1711.ESR-1988(MiTek). III III II This design prepared from computer input by PACIFIC LUMBER.-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1. 2=) -50) 39 2- 7=(-283) 1988 3. 7=(-363) 192 6-10=(-1429) 442 BC: 2x4 OF #15BTR SPACED 24.0' O.C. 2- 3=(-2345) 765 7- 8=(-225) 1437 7- 4=( -83) 699 WEBS: 2x4 DF STAND; 3- 4=(-2176) 642 8- 9=(-19B) 746 4- 8=(-746) 291 - 2x4 OF #18,BTR A LOADING 4- 5=(-1419) 495 9-10=("229) 171 8- 5=(-187) 1153 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -653) 340 5. 9=(-715) 222 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=(-139) 1042 BC LATERAL SUPPORT <= 12'0C. UON, TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -203/ 1445V -234/ 286H 5"50' 2.31 DF ( 625) Connector plate prefix designators: 28'- 9.0' -163/ 1409V -234/ 286H 5.50' 2.26 DF ( 625) C,CN,C18,CN1B (or no prefix) . CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,M1BHS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007' @ -1'- 4.5" Allowed = 0.13B" MAX TL DEFL = 0.007' @ -1'- 4.5" Allowed = 0.183" MAX LL DEFL = -0.094' @ 8'- 8.7" Allowed = 1.392' MAX TL CREEP DEFL = -0.178' @ 8'- 8.7" Allowed = 1.856" MAX HORIZ. LL DEFL = 0"029' @ 28'- 7.3' MAX HORIZ. TL DEFL = 0.044' @ 28'- 7.3' 21-00 7-09 Design conforms to main windforce-resisting f f system and components and cladding criteria. 7-04-05 6-09-13 6-09-13 7-09 Mind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, '( f T Enclosed, Cat.2, Exp.B, MWFRS, 12 12 interior zone, load duration factor=l.6 6.00 V M-4x6 6.00 4.0' 5 •f-rf nNti t M-5x8(5) 0' M-4x4 �;�rGp P R OF�ss/o M-1.5x4 �GIN�c- , co 0 il ��,,vG`�26"�`0' `p -s - _. ref 9 .'-10 v/A' a5 ° 7 0.25"B =M-4x4 M-1.5x4 4. JOH x:2312 o M-3x6 M-2.5x4 M-5x8(5) y y y y y E.Y,PIRES 6/3011 8-08-11 8-02-03 8-02-03 3-07-14 1-04-08 28-09 1 p.• JON ;.�.. 1 JOB NAME : BROWNSTONE AT THE CROSSING - F4 417 ill,<< �.� 2 •• Scale: 0.1956 U WARNINGS: GENERAL NOTES,unless otherwise noted. , 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review i and Warnings before construction commences. and approval is the responsibility of the building designer,not the ., Truss: F4 truss designer or truss engineer. 2.2x4 compression web bracing must be installed where snown�. 2 Design assumes the top and bottom chords to be laterally braced at ' • 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y.�/ DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 5/23/2012 CompuTrus assumes no responsibikty for such bracing. 3.L Impact bridging or lateral bracing required where shown.. X2424! •O SEQ. : 519258 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O �C j!Sr� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environments • design loads be applied to any component. and are for"dry condition"of use. VSIONAL _ TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.assumes full bearing at all supports shown.Shim or wedge it fabrication,handling,shipment components. 'y g pment and Installation of com 7,Design assumes adequate drainage is provided. ALA 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 emtwinnomil IIIIII IIIII IIII IIIII IIIII IIIII IIIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request foes coincide with joint center noes. 9. Digits indicate size of plate center inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1988(MIT.). IIIIIIIIIIIII This design prepared from om computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 9.0' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TC: 2x4 DF M16BTR LOAD DURATION INCREASE = 1.15 MAX LL DEFL = -0.008' @ -1'- 4.5' Allowed = 0.138' BC: 2x4 OF M16BTR SPACED 24.0' O.C. MAX TL DEFL = -0.009' @ -1'- 4,5' Allowed = 0.183' WEBS: 2x4 DF STAND; LOADING MAX HORIZ. LL DEFL = 0.016' @ 0'- 3.3' 2x4 OF M1&BTR A LL( 25.0)401( 7.0) ON TOP CHORD = 32.0 PSF MAX HORIZ. TL DEFL = -0.016' @ 0'- 3.3' DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF This truss does not include any time dependent BC LATERAL SUPPORT <= 12'0C. UON. deformation for long term loading (creep) in the LL = 25 PSF Ground Snow (Pg) total load deflection. The building designer M-1.5x4 or equal at non-structural shall verify that this parameter fits with the vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL intended use of this component. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: (COND. 2: 5450.00 LBS DRAG LOAD. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Design conforms to mein windforce-resisting M,M2OHS,M16HS,M16 = Milek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7.05, Enclosed, Cat.2 Exp.B, 'MFRS,interior zone, load duration factor=1.6 21-00 T 7-09 Note:Truas design requires continuous T 12-00-11 8-11-05 7-09 bearing wall for entire span UON. f-- 7-05-08 6-09-04� 6-09-04 7-09 T T T T T 12 'IM-4x4 12 6.00 -1 8.00 4.0' 5 .r,( n\ M-4x6 ii1. 78 M-3x6(5) yl 'rt • M-4x6 ,I �y �ti�G,N4. D�• Alk .11ill o Y 10 4- c M-73x4 M-ix8 M-gx8 42) ��45 M = -4x4 M-3x6(S) M-2.5x4 5/13/1z y y y y 7-03-12 6.07-08 , 7-00-12 7-09 EXPIRES 613011 ,, 12-00 16-09 y 1-04-08 28-09 �� N�0NN,�, JOB NAME : BROWNSTONE AT THE CROSSING - F DRAG Scale: 0.1836 �I" ay`� /y aO'� WARNINGS: GENERAL NOTES,unless otherwise noted. -s x 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review , and Warnings before construction commences. and approval is the responsibility of the building designer,not the / Truss: F DRAG truss designer or truss engineer. /' 2.2a4 compression web bracing must be installed where shown 2. Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent (r!:% DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - g g 'g P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown c S E D. : 5192583 4. No load should be applied to any component until after all bredng and 4. Installation of truss is the responsibility of the respective contractor. O `�. 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, Aks, and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full Dearing at all supports shown.Shim or wedge if SIONAL TRANS ID: 33984 5 5.CompuTrus has no control over and assumes no respons D ts.for Me necessary. C n fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. 7 G i v ,L,✓L• 6.This design is furnished subject to Me limitations set forth by B. Plates shall be located on both faces of truss,and placed so their center ■ / I IIIIII I I III II I III I ill/ I III TPI/WTCA in BCSI.copies of which will be furnished upon request. lees coincide with joint center lines. EXPIRES 2 1' /3 9 Digits indicate size of plate in inches. CompuTrus,Inc.Software+7.6.3-SP6(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2. 7=(-253) 1619 3- 7=( -374) 194 • BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-1925) 702 7- 8=(-233) 1057 7- 4=( -88) 710 WEBS: 2x4 of STAND; 3- 4=(-1758) 579 8- 9=(-208) 354 4- B=( -750) 293 2x4 DF p1&BTR A LOADING 4- 5=( -992) 427 B- 5=) -181) 1183 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -229) 263 5- 9=(-1076) 175 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=( -154) 203 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.D" .180/ 1247V -234/ 324H 5.50' 2.00 DF ( 625) M-1.5x4 or equal at non-structural 25'- 0.0' -142/ 1283V -234/ 324H 5.50' 2.05 OF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = D.007' @ -1'- 4.5' Allowed = 0.138' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -D.073' @ 8'- 8.7' Allowed = 1.204' 21-00 4-00 MAX TL CREEP DEFL = -0.139' @ 8'- 8.7' Allowed = 1.606' '( '1 1' 7-04-05 6-09-13 6-09-13 4-00 MAX HORIZ. LL DEFL = 0.021' @ 24'- 8.5' '1 f MAX HORIZ. TL DEFL = 0.031' @ 24'- 8.5' 12 12 Design conforms to main windforce-resisting 6.0017 M-4x6 -. 6.00 system and components and cladding criteria. 4.0' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 5 'f'r Enclosed, Cat.2, Exp.B, MWFRS, *41%4 interior zone, load duration factor=1.6 ,111 �M-1.5X4 M•2.5xa or equal at non-structural diagonal inlets. M-5x8(S) ' v 0 M-1.5x4 � A o ¢�QPROFcJ, CO.- C,INFF Ili 44/ u .i/1 1 ; �OR. e N � Cr) OW =9 C�,vG`7-26,tip-' .0 V = ee Cr M-4x4 M-25x4 0.25'a M-2.5x4 -A. JC)\-Ns 5'23i M-7x8(S) /� y y y y EXPIRES 6/30113 8-08-11 8-02-03 8-01-02 y 1-04-08 25-00 �� N-�QNN' . 1' JOB NAME : BROWNSTONE AT THE CROSSING - F GE1 4 � Scale: 0.2281 �,^! WARNINGS: GENERAL NOTES,unless otherwise noted. :a x 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review .i Truss: F GE 1 and Warnings before construction commences and approval is the responsibility of Me building designer,not the ` 2.204 compression web bracing must be installed where shown+. truss designer or truss engineer. • 3.All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at (.J/ DES. BY: LA stability bracing must be designed by designer of complete structure. T o.c.and at 10'o.c.respecsvey unless braced throughout their • length by ty g mu g Y 9ner p continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). 24243 DATE• 5/23/2012 CompuTrus assumes no responsibifty for such bracing. 3.2z Impact bridging or lateral braang 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. O '8cIs' w r SEQ. : 51 9 25 84 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ''`:.-,_1 • design loads be applied to any component. and are for-dry condition"of use I TRANS ID: 339845 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 S117-/:: TONAL fabrication,desghandling, d subject and the im installation components. 7.Design assumes adequate oneohinaceis truss, �� B. This design is furnished subject to e limitations set forth by 8. Plates shell be located on both faces of truss,end placed so their center II II I I I I 111 II I II I III IIII TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide wdh joint center lines. p ` 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1900(MiTek). III II - • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 25-00-00 GIRDER SUPPORTING 10-11-00 FROM 0-00-00 TO 10-00-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS LOADS AS GIVEN LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6273) 826 1. 7=(-736) 5532 7. 2=( .97) 1382 10. 5=( -13) 611 BC: 2x8 DF #1&BTR; 2- 3=(•4491) 591 7- B=(-735) 5513 2- 8u(-1841) 248 10- 6=( -263) 2017 2x8 DF #2 82 LOADING 3- 4=(-2449) 317 8- 9=(-565) 3853 B. 3=( -318) 2918 6-11=(•2394) 316 . WEBS: 2x4 DF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 25'- 0.0' V 4- 5=(-1024) 212 9-10=(-373) 2079 3- 9=(-2872) 379 2x4 DF #1&BTR A BC UNIF LL( 111.5)+DL( 95.8)= 207.2 PLF 0'- 0.0' TO 10'- 0.0' V 5- 6=(-1002) 200 10-11=(-211) 197 9- 4=( -247) 2540 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 10'- 0.0' TO 25'- 0.0' V 4-10=(•2542) 326 TC LATERAL SUPPORT c= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC, UON. ADDL: BC CONC LL( 978.0)+DL( 665.0)= 1643.0 LBS @ 12'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) Single member as shown. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -47B/ 3739V -215/ 3174 5.50' 5.98 OF ( 625) Hangers attached to the bottom chord LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 25'• 0.0' -297/ 2459V -215/ 3174 3.50' 3.94 OF ( 625) will have 1.5' max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL LEDLL -TI1N9' @ S1'• -L/24 Allowed O 1.212' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.323' @ 11'. 10.3' Allowed = 1.617' 21-00 4-00 MAX HORIZ. LL DEFL = 0.033' @ 24'- 10.3' T T T MAX HORIZ. TL DEFL = 0.059' @ 24'- 10.3' 6-10-06 5-03-06 4-06 4-04-04 4-00 +2x4 web brace required. Laterally brace to roof diaphragm. 12 12 Design conforms to main windforce-resisting 6.00 M-5x6 6.00 system and components and cladding criteria. 5,0' Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, 5 .1-,( Enclosed, Cat.2, Exp.B, MWFRS, 1% interior zone, load duration factor=l.6 7x8 M-5x6 M-8x10(5) 0' III o o M-3x8 A o .<<'„?' PRO/CSSi `° ��`D • -�G1NEs. .'tL i M-7x16 (7R'� b o 11 ceea Gii �C/ o� 4. ,mod m INN B2 �y 4)'26.N- �U� cv-c t M-3x6 M-4x12 M-7x14 9 to 11 G� .Q. JQ\ 'rte 0.25" M-7x8 M-2.5x4 � �a M-10x12(S) w� �''Z5%!� 1643# y y y y y Jr }<pIKrS 6/30/13 6-08-10 5-01-10 4-06 4-07-12 4-00 y l - 25-00 .JtiVwrsN 1p, JOB NAME : BROWNSTONE AT THE CROSSING - F GIRD Scale: 0.2287 T �, •• r / WARNINGS: GENERAL NOTES,unless otherwise noted- , .}S; Z 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: F GIRD and Warnings before construction commences and approval is the responsibilty of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss eng e ' / ; 2. Design assumes the top and bottom chords to be laterally braced at 3.All lateral force res sang elements such as temporary and permanent 2'o.c and at 10 o.c.respectively unless braced throughout their length by 0/+2,;':---' DES. BY: LA stabikry bracing must be designed by designer of complete structure, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE• 5/23/2012 CompuTrus assumes no responsibi6ry for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ A 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O T ( -R� , SEQ. : 51925 8 5 fasteners are complete and at no Dme should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads De applied to any component. and are for"dry condition"of use rr 6. Design assumes full bearing at all supports shown.Shim or wedge if `� Q1�1�1,, TRANS ID: 339845 5 CompuTrus h o control over and assumes no responSibiG y for the necessary. • fabrication,handling,shipment and installation of components. 7, Design assumes adequate ate drainage is provided. 5/ 7 .L' 8.This d design n BCSI,furnished subject i he limitations r het forth po by B. Plates mail be with join on center faces of truss,and placed so their center � � III I I I I I I I II I I III I II II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with 10 t enter lines. 9. Digits indicate size of plate In Inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) I and/or ESR-1311.ESR-1988(MiTek). iII DA LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0' - TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #18BTR SPACED 24.0' O.C. - 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 DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-05-08 5-05-08 T 1' T 12 12 6.00[7 M-4x4 '- 6.00 I co p� —/O < R _ O O /////////////////////////////////////////////////////////////////////////////////////� p M-2.5x4 M-2.5x4 y y ), ,' 1-04-08 10-11 1-oa-oa <�VPROFE-o ,I s,A (r �I11�,; ` A OHAt JOB NAME : BROWNSTONE AT THE CROSSING - G GE Scale: D.6162 �ti9 P+W ► .'r''0Q_,/ O v�y26•��Lv� WARNINGS: GENERAL NOTES,unless otherwise noted. I 111 , Q I 1717,..s - �G,\ 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review p� 4t ,� /1 /Z� Truss: G GE and Warnings before construction commences. and approval is the responsibility of the building designer,not the t �1 lJ ]; 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterafly braced at 3.All lateral force resisting elements such as temporary and permanent n DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / v pr 6130!i continuous sheathing such as plywood heathi where shown and/or drywall(BC). r J EXPIRES DATE• 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ , .," 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. w A 24243 SE O. : 5192 586 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 t :6# design bads be applied to any component. and are for"dry condition"of use. O t(STE TRANS ID: 33 9 845 5.CompuTrus has no control over and assumes no components.for the 8.Design assumes full beaded at all supports shown.Shim or wedge if [STEW F labncaticn,handling,shipment and installation of components. ecessery. S ANAL 7.Plates assumes adequate one both is provided.a. fi.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center � 'l �i- VIII I1111 111 Ell I II VIII VIII IIII III) TPI/WTCA in SCSI.copies of which will be furnished upon request. Digits coincide with joint center inr fiche. �. , ti 9.Digits i icicon size plate in incvalu CompuTrus.Inc.Software 7.6.2(1 L)-E 10.For basic connector plate des(M values see ESR-2529(CompuTrus) and/or ESP-1311,ESR-1988(MTek). COMOBINIAMIIIIII IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER.-8C . LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1-2=(-533) 322 1.4=(-215) 398 4.2=(0) 248 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=033) 322 4.3=(-215) 398 WEBS: 2x4 OF STAND - LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD . 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -63/ 458V -65/ 65H 5.50' 0.73 OF ( 825) Connector plate prefix designators: 10'- 11.0' -83/ 459V -65/ 65H 5.50' 0.73 DF ( 825) C,CN,C16,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 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IC PANEL LL DEFL = 0.014' @ 2'- 11.5' Allowed = 0.355' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.020' @ 2'- 11.5' Allowed = 0.533' MAX HORIZ. LL DEFL = -0.004' @ 10'- 5.5' MAX HORIZ. TL DEFL = 0.005' @ 10'- 5.5' This truss does not include any time dependent 5-05-08 5-05-08 deformation for long term loading (creep) in the T total load deflection. The building designer verify shall 12 12 intendeduse a l ofthiscomponent.parameter fits with the 6.00 ---,I6.00 IIM-4x4 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0' 2 '7 f Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, II\ Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 , PR F o _ ° • �c- OF-JAN, fi o� 1-O 4 �3 0 7f(� '\-1 lige4 4 �; M-2.5x4 M-1.5x4 M-2.5x4 A ' 'Pitt- 0:10N G 'g• `� 2 6. V l y y y L `` 5.05-08 5-05-08 N/ JON ; y 10-11 EXPIRES 6/30113 JOB NAME : BROWNSTONE AT THE CROSSING - G1 �' �1111;-:;Scale: 0.5237 • I �O .% x WARNINGS: GENERAL NOTES,unless otherwise noted' ' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Revie and Warnings before construction commences. and approval is the responsibifly of the building designer,not the Truss: G 1 truss designer or truss engineer. / 2.2x4 compression web bracing must be installed where shown�. 2 Design assumes the top and bottom chords to be laterally braced at r f 3.All lateral force resisting elements such as temporary and permanent DES. BY: LA stability bracing must be designed designer or complete structure. 7 O.C.and at 10'o.c.respectively unless braced throughout their length by y 9 9 by 9 d continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibilty for such bracing. 1.2x Impact bridging or lateral bracing required where shown•• 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. O LLIJ 1 Gr�� SEQ. : 519 25 8 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design beds be applied to any component. and are for-dry full bearing of use. s'IONA�. TRANS ID: 3 3 9845 S.CompuTrus has no control over and assumes no responsibify for the 6. Design assumes full bearing a1 all supports shown.Shim or wedge if G n 7 I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. l L;/tr2- ALL a,This design is furnished subject to the limitations sal forth by 8. Plates shall be located on both faces of truss,and placed so their center /./j 1 III I I III II I I I II II TPUWTCA in BCSI.copies of which will be furnished upon request. Ines coincide with Joint center lines. EXPIRES /in 3' 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIII 1 IIII This design prepared from computer input by PACIFIC LUMBER-BC a • LUMBER SPECIFICATIONS 10-11-00 GIRDER SUPPORTING 12-04-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 - TC: 2x4 DF WIQBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1916) 264 1-4=(-208) 1622 4-2=(-108) 1421 BC: 2x6 DF SS 2-3=(-1916) 264 4-3=(-208) 1622 WEBS: 2x4 DF STAND LOADING A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 11.0' V TC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL( 129.2)+DL( 107.8)= 237.0 PLF 0'- 0.0' TO 10'- 11.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -227/ 1643V -63/ 63H 5.50' 2.63 DF ( 625) Single member as shown. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 10'- 11.0' -227/ 1643V -63/ 63H 5.50' 2.63 DF ( 625) Hangers attached to the bottom chord will have 1.5' max. nail penetration. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.027' @ 5'- 5.5' Allowed = 0.500' C,CN,CI8,CN18 (or no prefix)) = Connector plate prefix designators: MAX TL CREEP DEFL = -0.065' @ 5'- 5.5' Allowed = 0.867' CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series MAX HORIZ. LL DEFL = 0.007' @ 10'- 5.5' 5-05-08 5-05-08 MAX HORIZ. TL DEFL = 0.012' @ 10'- 5.5' T ' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.001/ Q 6.00 Wind: 11D mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, M-4x6 Enclosed, Cat.2, Exp.B, MWFRS, 4.0' interior zone, load duration factor=l.6 2 co II iMI III% co 41 O c 1IM 4 �13 o �` ��O PROF o s,*. M-5x10 M-3x8 M-5x10 VG' �JG�NEF �'L Ct'ik/i1/„.6 ' ilk 0R ) N ,,t,✓Gb • y y 1 • d -26r ' V - 50508 5-05-08 �G/ ; y y �q• JOHa bl? IrZ 10-11 EXPIRES 6130113 .., $)." W T ,ivy 0 JOB NAME : BROWNSTONE AT THE CROSSING - G GIRD Scale: 0.5612 �`1 Z'�+ WARNINGS: GENERAL NOTES,unless otherwise noted: n ' 1 tO . Builder and erection contractor snoultl be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: G GIRD and Warnings before construction commences. and approval is the responsibilty of the building designer,not the • J 2.2s4 compression web bracing must be installed where shown+. truss designer or truss engineer. / 2.Design assumes the top and bottom chords to be lateraIN braced at "" 3.All lateral force resisting elements such as temporary and permanent g• • o.c.and al 10'a.c.respectively unless braced throughout(hair length by f:• DES- BY: LA stabilry bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywalf(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.Or Impact bridging or lateral bracing required where shown++ A 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -rQ ,r -+t J I��-Q(W SEQ. : 51925 8 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry conditioni of use. S` TRANS ID: 3 3 9845 5.CompuTrus has no control over and assumes no responsibility for the 6 necessary. and ar assumes full bearing at all supports shown.Shim or wedge if TONAL • fabrication,handling,shipment and instaaaeon of components. 7.Design assumes adequate drainage is provided. S ! 1 / ice• JUL. 6.This design is furnished subject to the lmitations set forth by B. Plates shall be located on both faces of truss,and placed so their center ezmn I IIII III I I I 1111 I I I II TPI/WTCA in BCSI,copies of which will be furnished upon request. tines coincide de with joint center hoes. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek).