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Plans-1P. --- 6-1-,(,e02.0/ -ar72f1 r 17-101!1' 28 0 t 217-10-fo /I I 7'-8 1I2' r 1 RECEIVE D 28*-2* C GE 1`_f EEt JUN I5 2012 �!«'!1 CITYQF ,. r 1-��I BUIri N IIi__I" N E2(5) i 1.1//1�l�las-v[.3,lllu 20-10,/P Ii ' 1/4* 1,. icaS E3(4) I -4 41 F GIRD ' _ q - F2 w • 1 a ed ,\N . Fel1-.1f71 . _ . ,.,...,.._._..A. .. I (3) D1 (2) I Mr 113 13 I \ , 28-0' J N 0 4 _, D 2 K N m m w a m N s. ©Copyright CompuTrus Inc.2006 BUILDtiR: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS JT SMTH 05/23/12 PLACEMENT RUSS CALCULATIONS AND PROJECT TITLE ENGINEERED STRUCTURAL REVISION-1: DRAWINGSFORALLFUREC R Pacifi1Lumber JT SMITH-BROWNSTONE DESIGNER/ENG NEER OFORECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BV: REVISION-2: TO TRUSS CONNECTIONS.BUILDING BROWNSTONE AT E�aR®SSING / aDG 5 DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE REVISION-3 DESIGNS PRIOR TO CONSTRUCTION. 0.08"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. / umpuTru5. 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). C- ��E0 PR OFFS :1] l�l, ��,.� ��-INf� S/0� ��• of w�sy��,1TI"O r �T rc ; t'+. �1. C" • OREGON ^I4'L, ' ER ' 1- 5 ,Gk 1"R. CPQ- . SIGNAL EXPIRES 12/31/13 [EXPIRES 6/10/13 I IF 11111 - LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0' TC: 2x4 OF N1&BTR LOAD DURATION INCREASE = 1.15 -. BC: 2x4 DF N18BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall VON. 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-06 11-06 ' I f 6.00 p M -4x4 a 12 s.00 I co c. o +. hlim s ,, o ° o M-3x6(S) M-2.5x4 M-2.5x4 y y ; 7-10-03 15-01-13 y y l y 1-04-08 23-00 1.04-08 JOB NAME : BROWNSTONE AT THE CROSSING - AGE Scale: 0.3559 ����0� •y1y* ���c` pR°FFSS, '� O G%N ' WARNINGS: GENERAL NOTES,unless otherwise noted. •bri f- <!c,> C 1.Builder and erection contractor should be advised of al General Notes 1.This truss design is adequate for the design parameters shown.Review Ii, • V Truss: AGE and Warnings before construction commences. and approval is the responsibility of the building designer,not the •M�" Q -•2.2x4 compression web bracing must be installed where shown•. truss designer or truss engineer. Y•I Y n I 1 ' 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at e- 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 40 continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown.o / . ✓OR- e N DATE: 5/23/2012 Pa eg g q 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'ti Q 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, O Gy r 1g 'U= design bads be appled to any component. and are for"dry condition'of use. q 26. ,t V TRANS ID: 33 9845 5. CompuTrus has no control over and assumes no responsibility 6.Design assumes full bearing at all supports shown.Shim or wedge if 7 1tIST � 9!j pu ponsibilty for the necessary. fabrication,handkng,shipment and installation of components. 7 Design assumes adequate drainage is provided. y� `O A. J O�ry 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 SfONAL � S/23// I II II 1 1 1 1 1 1 I I I I II III I 10E11 I II TPI/WTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center Ines. r A/I� 9.Digits indicate size of plate in inches. y ff!/ CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector pate design values see ESR-2529(CompuTrus) Z� EXPIRES 6130!1 3 and/or ESR-1311.ESR-1888(MiTek). .1 n i / `t;= VIII II Th.s design prepared from computer input by PACIFIC LUMB_°R-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k168TR LOAD DURATION INCREASE = 1.15 1. 2=( -50) 39 2- B=(-502) 1422 3. 8=(-329) 206 - BC: 2x4 OF 1k168TR SPACED 24.0' 0.C. 2- 3=(-1669) 641 8- 9=(.343) 942 8- 4=( -91) 576 WEBS: 2x4 OF STAND 3. 4=(.1494) 502 9- 6=(-502) 1422 4- 9=( -91) 576 LOADING 4- 5=(-1495) 502 9- 5=(-329) 206 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(.1689) 641 BC LATERAL SUPPORT <= 12'OC. 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 BOG 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,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0"0' -1661 11004 -139/ 139H 5.50° 1.76 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 23'- 0.0' -166/ 1100V -139/ 1398 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 = 0.183' MAX HORIZ. LL DEFL = 0.022' @ 22'- 6.5' 11-06 11-06 MAX HORIZ. TL DEFL = 0.035' @ 22'- 6.5' 1 -( 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. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 M-4x8 12 Enclosed, Cat.2, Exp.B, MWFRS, 6.0017 Q 6.00 interior zone, load duration factor=l.6 4 44 ii M-1.5x4 M-1.5X4 �0 PROFF • 6.5 �G1NCs.. ° cn �I iv.6 o i QR' NCO i ' ,. ✓ o 8 '� 9 - �o O G�1'26.19 U= ° M-4x4 M 0.25' M-2.5x4 =M-4x4 i's. JO� 't 5/23//2 y 7-10-03 y 7-03-11 y 7-10-03 y EXPIRES 6/30/13 1, y - y y 1-04-08 23-00 1-04-08 N.JOHN,* JOB NAME : BROWNSTONE AT THE CROSSING - Al Scale: 0,2819 v<' meX ��O� WARNINGS: GENERAL NOTES,unless otherwise noted. ,� / � - e 1.Builder and erection contractor mould be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review - 'i+ Truss: Al and Warnings before construction commences. and approval is the responsibifty of the building designer,not the truss designer or truss engineer. / F 2.2x4 compression web bracing must be installed where shown+. �,. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be hry braced at • 'f,! DES. BY: LA stabFry bracing must be designed by designer of complete structure. continuous sheathing such asverywoossheatin throughout C) nd/ortdrirwall(BBCby • 9 plywood 9R ry ( ) 24243 • DATE: 5/23/2012 CompuTrus assumes no responsibifty for such bracing. 3.2x Impact bodging 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. 1b "q/IJ 1 Lr:" SEQ. : 51925 62 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. 5` TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibirty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 7ONAI. necessary.s q 9 P S 1 /(r4' fabrication,handling,shipment and installation of components. 7.Desi Design assumes adequate uete drains drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i VIII I I I I I IIIIIIIII1 I 10 II TPINVTCA in SCSI,copies of which will be furnished upon request. Foes 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-7311,ESR-1988(MiTek). 111 11 " This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2.10=(-725) 2380 3.10=(-258) 143 - BC: 2x4 OF 11188TR 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=(-632) 2009 4-11=(-683) 222 LOADING 4- 5=(-1813) 600 12- 8=(-725) 2380 11- 5=(-229) 1244 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-1813) 800 11. 6=(-683) 222 BC LATERAL SUPPORT On 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 7=(-2549) 736 6.12=( 0) 476 TOTAL LOAD = 42.0 PSF 7- 8=(-2786) 902 12- 7=(-258) 143 OVERHANGS: 16.5' 16.5' 8- 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 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -233/ 1644V -196/ 198H 5.50' 2.63 DF ( 825) 34'- 6.0' -233/ 1844V -196/ 196H 5.50' 2.63 DF ( 825) 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 ( system and components and cladding criteria. 6-01-05 5-06-13 5-06-13 5.06-13 5-06-13 6-01-05 f '( '( T 1 T Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Exp.B, MFRS, 6.001/ M-4x6 \16.00 interior zone, load duration factor=1.6 4.0" 5 •`+T M-5x6(5) M-5x6(S) 0.25" 0.25" 0 it ,<<-41G0 PROF6.6,si M _iGiN jiii\)14001, w .. n2 cr .,A t. • fR���N � c., ■Alk\' Allb■ c., , dr o /M-3x8 M-2�5x4 It 0.25' M-2�5x4 M-3x8~\ 8 /�A•JON�� 5/Z M-5x8(8) �i�(Z ), k y y y EXPIRES 613011 8-10-12 8-04-04 13-04-04 8-10-12 y l - r 1-04-08 34-06 1-04-08 ,JOJf4. , .1, �ti� w 1' JOB NAME : BROWNSTONE AT THE CROSSING - B1 Scale: 0.1900 ��' el.. p�2 WARNINGS: GENERAL NOTES,unless otherwise noted: I 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 j and Warnings before construction commences. and approval is the responsibiity of the building designer,not the _ T r u s s: B 1 truss designer or truss engineer. i z.are compression web bracing melt be installed where shown 2 Design assumes the top and bottom chords to be laterally braced at r ' 3.All lateral force resisting elements such as temporary and permanent .o.c.and at 10tively unless braced throughout their length by 1�: i.. DES. BY: LA stability 'o.c.respectively bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (t A 2424:1 Q- DATE: 5/23/2012 CompuTrus assumes no responsibiity for such bracing. 3.On Impact bridging or lateral bracing required where shown c v 7] { �(/ SEQ4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. (['t�."1�S CU" S E Q. : 5192564 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, "" "1 �,a-7( -` design loads be applied to any component. and are for"dry condition'of use. • c•v}S TRANS I D: 339845 5.CompuTrus has no control over and assumes no responsibiity for the 5.Design assumes full Dearing at all supports shown.Shim or wedge if ,O NAL necessary. 5'n / fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. (r //✓ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center ■ / TPVWTCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center Ines. " III I I I I I I II I I I I I III 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). vim RES I I'II 11 III1 , , 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 Ml&BTR; LOAD DURATION INCREASE = 1.15 1.12=(-1004) 828 1- 9=("855) 1376 3- 9.1-229) 348 - 2x6 DF SS Ti SPACED 24.0' O.C. I. 3=(-1632) 987 9.10=(•537) 1012 9- 4=("244) 454 BC: 2x4 DF K/BBTR 2- 4=( 0) 0 10. 6=(-609) 1424 4.10=( •8) 511 WEBS: 2x4 OF 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- 6=("1694) 770 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 6- 7=( -50) 39 NOTE: 2x4 BRACING AT 24.00 UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL TOP CHORD AREAS NOT SHEATHED $ LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF 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/ 727V -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 able end detail for MAX LL DEFL = 0.057' @ 19'- 4.2' Allowed = 1.104' Connector plate prefix designators: complete specifications. MAX TL CREEP DEFL = "0.108' @ 28'• 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,M2OHS,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' MAX HORIZ. TL DEFL = 0.038' @ 34'- 0.5' ORIENTATION AS SHOWN. Design conforms to main windforce-resisting system and components and cladding criteria. 1-04-08 34-06 8 f Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 22-05-14 5-07-04 7-09-06 Enclosed, Cat.2, Exp.B, MWFRS, f f interior zone, load duration factor=1.6 18-07-08 5-09 5-05-12 �� 6-00-04 12 =.M-4x4+ 12 is\6.00 Q 8.00 1 M-3x4+(B) i�op PROppssi M-3x6(S) 0 O? M-1.5x4 <v alow::714-. Ili' � cn _ o 1:::' 4y26.1'c6 Ci ;^ '\ 0 6 M-3x4 _ 8 90.25' M-2�5x4 =M-4x4 6 /-A. -OA XIEJ 5/2 /CL M-3x4+ M-5x6(S) y y y - EXPIRES 613011 19-04-03 7-03-11 7-10-03 , y k l 1-04-08 34-06 1-04-08 p i 0tiAp 0* i' JOB NAME : BROWNSTONE AT THE CROSSING - B GE Sale: 0.1900 'c ` ��,� �X02. WARNINGS: GENERAL NOTES,unless otherwise noted' I 1.Budder and erection contractor should be advised of as 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 2.2x4 compression web bracing must be installed where shown 0. 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 arid permanent '?.1 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 ty ^9 9^ Y �9 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 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. " 5 O tM � SEQ. : 5192563 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. p i,� TRANS ID: 3 39845 5.CompuTrus has no control over and assumes no responsibiity for the 6.Design assumes full bearing at at supports shown.Shim or wedge if V 101 VAL necessary. 2 /" fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 5 /!(c' 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 EXPIRES 4 /�L., III I I I I I I II I I I II II TPIANrCA in SCSI,copies of which will be furnished upon request. Digs indicate with joint ate inr lines i IaES I'lit I / 9.Digits iodicdte size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-Z 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1988(MiTek). IIIIII II III - , r , This design prepared from computer input by '" PACIFIC LUMESER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 9=(-732) 2381 3- 9=(-258) 143 BC: 2x4 OF #16BTR SPACED 24.0' D,C. 2- 3=(-2787) 911 9-10=(-640) 2010 9- 4=( 0) 476 WEBS: 2x4 OF STAND 3- 4=(-2550) 745 10-11=(-647) 2011 4-10=(-683) 222 LOADING 4- 5=(-1814) 609 11- 8=(-775) 2385 10- 5=(-235) 1244 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 608 10- 6=(-684) 231 BC LATERAL SUPPORT <= 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 as For hanger specs. - See approved plans LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,nn,ctorCpla (or no prefix) - orspuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -234/ 1648V -196/ 182H 5,50' 2.64 OF ( 625) ( ) - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 6.0' -199/ 1556V -196/ 182H 5.50' 2.49 DF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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. T T Mind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, I 6.01-05 I 5-06-13 I 5-06-13 T 5-06-13 1 5-06-13 1 6-01-05 1 Enclosed, Cat.2, Exp.B, RIMERS, interior zone, load duration factor=l.6 12 12 6.00 M-4x6 "":716.0o 4.0° 5 4`'( M-5x6(S) 0.25' M-2.5x4 4g. �`49Ep PRO\I\AI-1.5x4 II-1.5x4 44-- 4,;, NEF,7: ORSN q,t) 4- 9 M o 11 „e o �.4G�oL 1'26.1��'tU2 c M-3x8 M-2.5x4 0'25" M-2.5x4 M-3x8 o A. JO H' 5/23/i1 M-5x8(S) y y y J. EXPIRES 613011 . 8-10-12 6-04-04 8-04-04 8-10-12 J' y y 1-04-08 34-06 �� N..3 J JOB NAME : BROWNSTONE AT THE CROSSING - B2 Sale: 0.1994 1'0`� �Q�lA WARNINGS: GENERAL NOTES.unless otherwise noted. •�� ' x 1.Builder ano erection contractor should be advised of an General Notes 1.This truss design is adequate for the design parameters shown.Review i- Truss: B2 and Warnings before construc0On 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 lateraIN braced at 3.All lateral force resisting elements such as temporary and permanent f.-/'y DES. BY: LA stabiG bracing must be designed designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ty 9 9 by 9 P continuous sheathing such as plywood required ing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibfty for such bracing. 3.2x Impact bridging or lateral bracing required where shown•• /� �( 4. No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O /� G" SEQ. : 5192 565 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` c".-17). TRANS ID: 339845 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 FONAl•L necessary. 5 n //�fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. j.I I 1 j, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111141 TPINVTCA in SCSI,copies of which will furnished upon request. Ines indicate with joint plate center tries.e EXPIRES 9.Digits Intlicae 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 III y This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 TC: 2x4 DF AIWA LOAD DURATION INCREASE = 1.15 1- 2=(-2791) 953 1- 8=(-782) 2385 2- 8=(-261) 178 - BC: 2x4 DF #1SBTR SPACED 24.0' O.C. 2- 3=(-2553) 778 8- 9=(-654) 2012 B- 3=( -14) 479 WEBS: 2x4 DF STAND 3- 4=(-1814) 617 9-10=(-654) 2012 3- 9=(-884) 231 LOADING 4- 5=(-1814) 617 10- 7=(-782) 2386 9- 4=(-242) 1245 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-2553) 778 9. 5=(-684) 231 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 7=(-2791) 953 5.10=( -14) 479 TOTAL LOAD = 42.0 PSF 10- 6=(-261) 178 ** For hanger specs. - See approved plans Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS O' -200/ 1556V -182/ 182W 5.50' 2.49 (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 8.0' -200/ 1556V -182/ 182H 5.50' 2.49 OF ( 825) 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 TL 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 Enclosed, Cat.2, Exp.B, MWFRS, 17-03 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 6.00 I/ M-4x6 \1 6.00 4.0' 4 .hr M-2.5x4 M-2.5x4 PROP �� GtNF 4P41 �y M-1.5x4 M-1.5x4 Fi \ _ ,, ct- �r41p 4 Cr'eI o °CO 46 G4''26a a l 452 G/ S 0 1.. M-3x8 M-2.5x4 90.25" M-210 5x4 M-3x8 44, 'A.JON 5/23/iZ M-5x8(S) y � y y EXPIRES 613011 8-10-12 8-04-04 8-04-04 8-10-12 k - y 34-06 JO IA,a� N1V,1� b� ,� JOB NAME : BROWNSTONE AT THE CROSSING - B3 Scale: 0.1965 - Vil . , 1,,, WARNINGS: GENERAL NOTES,unless otherwise noted. ,.' 1 4ti 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 �i - % and Warnings before construction commences. and approval is the responsibility of the building designer,not the - Truss: 63 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 t.�,-. DES. BY: LA stabif bracing must be designed designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ty n9 9 by 9 P continuous sheathing such as plywood sheathing(TC)and/or drywae(BC). 24243 4 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing, 1.2a 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. 0 Cvis 1 E`t" �e->,` SEQ. : 5192566 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�'Cv.(`'`. design loads be applied to any component. and are for"dry condition"of use. 51�NAL TRANS ID: 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 necessary. txPffiE$/J�fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 1 6.Ths design s furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which wi8 be furnished upon request Ines coincide with joint center lines. 2 / II II I II ill IIII I II II I I II I III 9.Digits indicate size or plate in inches. L` CompuTrus,Inc.Software 7.6.2(1 L)-E 0.For basic connector pate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIII . . • ■ . a LUMBER SPECIFICATIONS TRUSS SPAN 36'- 5.5' TC: 2x4 DF 111&BTR LOAD DURATION INCREASE = 1.15 'COND. 2: 2325.00 LBS DRAG LOAD. BC: 2x4 OF M188TR SPACED 24.0' O.C. WEBS: 2x4 OF STAND; 2x4 OF E16BTR A LOADING Note: Design assumes uniform loading of LL( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF drag load across entire top 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 0= 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 q vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. bearing well for entire span UON. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,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 T T 7-05 7-05 4-00 5-11-01 5-11-01 5-09-05 f 1" T T T T I 12 6.00 +2x4 web brace required. Laterally brace to roof diaphragm. M-5X6 M-3X8 M-3x6 M-1.5X4 a 5 6 7 -/ M-1.5x4 M-3x8 M-5x6 1 2 0/././,rte. \ r-- 0 +� +'` +E +k + +F A rn r o CD + m rn A C. no a 10 0.25'11 12 13 14 M-1.5x4 M- 3x6 M-1.5x4 M-3x6 M-3x6 M-5x8(S) M-3x6 7-05 7-01-08 4-05-04 5-09-05 5-07-09 6-00-13 y )- 36-05.08 `�v P ROFES JOB NAME : BROWNSTONE AT THE CROSSING - B DRAG Scale: 0.2353 ,ate P W Arto.r'O ��":51' FF' s A WARNINGS: GENERAL NOTES,unless otherwise noted: 7' 1� �, ��' r 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review O .' Q ' ',∎ Truss: B DRAG and Warnings before construction commences. and approval is the responsibility of the building designer,not the truss designer or truss engineer. 2.204 compression web bracing must be installed where shown+. OR �'I N 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ; CD 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 ` • Q Z.:2:01,6415:4 U� N 9 i9 Y 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown*n tr .Sf� 4. No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q / SEQ. : 5192 567 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 5/Z 3(�7. design loads be appfed to any component. and are for'dry condition'of use. TRANS ID: 33 9845 5.CompuTrus has no control over and assumes no respons b Fry for the 6.Design assumes full beedng at all supports shown.Shim or wedge if n.5Q necessary. !fJ Grp fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. B.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 SSONAL EXPIRES 613011 III I I III I I I II II I I I II II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with/o center Ines. �1 rJ/r-1 9.Digits indicate size of f plate plate in inches. /` 2, ,�,,L CompuTrus,Inc.Software 7.6.2(1 L)-E 0.For basic connector plate design values see ESR-2529(CompuTrus) �0� aor ESR-1311,connector r plat de design(MiTek). LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5' TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 - BC: 2x4 DF 818BTR SPACED 24.0' O.C. TC 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 M-1x2 or equal typical at stud verticals, M,M20HS,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. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 6.00I/AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. . ...diggiAl 0 N O em ot 111111111 er o0 MI y hl∎ -/ PROFE,Ss M-2.5x4 /• G � . O�0 � 14., 4. ./A (4- ibbliv t 4.OR1•N el- G-• 26. - ,`U? y l G��A. J ONw, -04-08 7-08-08 5/23/!z EXPIRES 613011 301y t \� �w VIA JOB NAME : BROWNSTONE AT THE CROSSING - C GE Scale: 0.6489 Q° �1 /. 0� 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 �) n .4 Truss: C GE 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. / 3.AN lateral force resisting elements such as temporary and permanent 2.Design assumes the lop and bottom chords to be laterally braced at f y f - DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at no 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•• Ai A :61 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. VJ-fff ,r t),,,.T t S E Ql. : 51925 68 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere io be used in a noncorrosive environment, Off? ,J I�r- design bads be applied to any component. and are for"dry condition"of use. 5 TRANS ID: 339 845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if ZONAL fabrication,handling,shipment and installation of components. necessary. 5 f/J'//^, 9• P 7.Design assumes adequate drainage is provided. ] b I✓ j;�` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n / IIIIII 1111 I I VIII III 1101 IIII I II TPI/WTCA in SCSI copies of which will furnished upon request. lines coincide with joint center ices. EXPIRES / 9.Digits indicate size of plate m 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). •IIIIIIIIIIIIIII - • Thia design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF k18BTR LOAD DURATION INCREASE = 1.15 I.2=( -50) 39 2.4=(-101) 86 3.4=(-234) 195 - BC: 2x4 DF 818BTR SPACED 24.0. O.C. 2.3=(-148) 232 WEBS: 2x4 OF STAND LOADING IC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+EL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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' -85/ 441V -103/ 131H 5.50' 0.71 OF ( 825) OVERHANGS: 16.5' 0.0' 7'- 8.5' -41/ 309V -103/ 131H 3.50' 0.49 OF ( 825) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=LI180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX IL DEFL = TION7' @ -1'- L/2 Allowed D 0.138' M,M2OHS,MIBHS,Y16 = YiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TC PANEL LL DEFL = 0.336' @ 4'- 2.9' Allowed = 0.512' MAX TC PANEL TL DEFL = -0.365' @ 3'- 11.9' Allowed = 0.788' 7-08-08 T f MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' 12 M-1.5x4 MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' 6.00f This truss does not 0.001' any time dependent -/ deformation for long term loading (creep) in the total load deflection. The building designer = shall verify that this parameter fits with the cp 1{ o 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,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 0 CV O C Gu PR 0,/7 -. c .:ac}irtL-�: t LJ. o K�4 . [ 1 1.e j M-2.5x4 M-1.5x4 CR N,,,,,,, 1-04-08 7-08-08 E.XPIRES 6/30113 X49N•WOHN. i1. is ,JOB NAME: BROWNSTONE AT THE CROSSING - Cl �' / �� o Scale: 0.5489 . I ,� 2 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 Z.Truss: C 1 and Warnings before construction commences. and approval is the responsibiity 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 Iateralty 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 by l' ,-....'.7 DES. BY: LA stability bracng 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 responsibifty for such bracing. 3.2x Impact bridging or lateral bracing required where shown 0+ �[Q 4. No lad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. AC' ismit.�CJ�r(•Y1 SEQ. : 51925 6 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. Q r t iu`, design loads be applied to any component. and are for"dry condition'of use. S TRANS ID: 3 3 9845 5.CompuTrus has no control over and assumes no responsibiity for the 6. Design assumes full bearing at all supports shown.Shim or wedge if / ^ 10NAt� necessary. [ n .: fabrication,handling,shipment and installation of components. 7_Design assumes adeouate drainage is provided. 5 j, : v JUL 6. This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center amtaffmmismoill III I I II III III II I I I I II I IIII TPVWTCA in BCSI,copies of which will be furnished upon request. Ines 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-131 t,ESR-1988(MiTek). II IIIIIII Thin design prepared from computer input by - PACIFIC LUMtER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=) -50) 39 2-5=) -34) 437 5-3=( -69) 251 - BC: 2x4 DF M168TR SPACED 24.0' O.C. 2-3=(-574) 352 5-6=( -37) 437 3-7=(-510) 109 WEBS: 2x4 DF STAND; 3-4=(-210) 239 6-7=(-130) 437 7-4=(-163) 93 2x4 DF M168TR 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 SQ.IN. (SPECIES) 0'- 0.0' -93/ 595V -41/ 142H 5.50' 0.95 OF ( 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' -821 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=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Unbalanced live loads have been MAX LL DEFL = O.007' @ -1'- 4.5' Allowed = 0.138' 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'- 6.5' T 1 - MAX HORIZ. TL DEFL = 0.007' @ 12'- 8.5° 12 Design conforms to main windforce-resisting 6.00 1 . M-1.5x4 system and components and cladding criteria. 0' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Y Enclosed, Cat.2, Exp.B, MM'FRS, interior zone, load duration factor=1.6 M-2.5x4 a) o no • ���Ep PROp"Sjs 174:11:47‘\--(:::R.2;66!$.1:4.� D2 _- cn o. r ,c I� . 5 8 7 M-2.5x4 M-3x6 M-4x6 G � 9P�Q2 y y Provide Full Continuous Bearing..1.' 0,4 ,JpN�C' y S/23/IZ 6-09-04 0-10-12 5-04 1, y 1' EXPIRES 613011 1-04-08 13-00 1 o U i4 I JOB NAME : BROWNSTONE WATGSTHE CROSSING - C2 Scale: 0.3516 GENERAL NOTES,unless otherwise noted' • 1. Builder and erection contractor should be advised of an General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: C2 and Warnings before construction commences. and approval is the responsibiity 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 fop and bottom chords to be lateral braced at ' f.- 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 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 `-G MI5:, SEQ. : 519257 0 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` TRANS ID: 33 9845 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 TONAL necessary. 23�"' fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G] f 2' , AA, 8.This design w furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I I III II I II II' III TPVWICA in BM.copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES 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) r and/or ESR-1311.ESR-1988(MiTek). I - IIIIIIIIIIIIIII a r 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 418BTR LOAD DURATION INCREASE = 1.15 - BC: 2x4 DF M18BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting system and components and cladding criteria. WEBS: 2x4 DF STAND; LOADING 2x4 DF k186TR A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, 'MFRS, TC LATERAL SUPPORT <= 12'0C. UON, TOTAL LOAD = 42.0 PSF interior zone, load duration factor=l.6 BC LATERAL SUPPORT <= 12'OC. UON. Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing sign for entire span UON. 11-1.5x4 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,C1B,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 7-00-08 6-02-08 1 1 1' 12 6.00 I/ M-2.5x4 s 4,GD PROFFs w����C'WFF. s�O2 C. II o o �.� ii" ' ° M-3x8 M-gx8 M-4x8 v Qom •et,<y 0.26, ..,,,Jr l y 1, G��A. JCAN 5/Z3/2 6-10-12 6-04-04 y ), y EXPIRES 6/3011 1-04-08 13-03 J� P wOIIN'17 . JOB NAME : BROWNSTONE AT THE CROSSING - D DRAG Scale: 0.3787 ; iv •,. 0�2 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 i Truss: 0 DRAG 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 3.All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at r.,.14/ DES. BY: LA stability bracing most be designed by designer of complete structure. 2'o.c.and at 10'o.c.respecbvely 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+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. 1 /�(¢j !4t7S1 J �(1' SEQ. : 5192573 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, 11 i��t` design loads be applied to any component. and are for"dry condition'of use. %'').570 NAL TRANS ID: 3398 4 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 / necessary. /) j^ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. y /i G 6.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center IIIII I II II 1111 I III I IIIII III TPI/rAiTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 1XPIRES at 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,ESP-1988(MiTek). IIIIIVIII , 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=084) 6070 5.2=) -362) 3076 7-4=(-116) 84 - BC: 2x6 OF 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 TC UNIF LL( 50.0)+DL( 14.0)= 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•OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRO 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' -7101 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 IDPSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 ( complete trusses required. Join together 2 ply with 18d Common nails staggered at 9' oc throughout 2x4 top chords, MAX LL DEFL = -0.056' @ 4'. 10.8' Allowed = 0.825' MAX TL CREEP DEFL = -0.132' @ 4'- 10.8' Allowed = 0.833' 4' oc throughout 2x6 bottom chords, MAX HORIZ. 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 ,( T Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-1.5x4 6.00 mind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, -, Enclosed, Cat.2, Exp.8, MFRS, interior zone, load duration factor=1.6 M-5x8 M-3x8 fo e-0 PROrr-, MFR `psi �kU1N�F. �2 M-5x10 C 1 ' lA ca �� t An MCI 1 V'4 o _ - - 6 .7 G x(13 2 1' ' M-3x8 M-5x8 M-7x8 o� L►'26,, ,r\U Jr y Jr y G�0 A. JO\'' 5/23//Z 4-10-13 3-10-09 4-05-09 l l EXPIRES 6!3011 13-03 WEDGE REQUIRED AT HEEL(S). .4v a w ,►eve p JOB NAME : BROWNSTONE AT THE CROSSING - D GIRD Scale: 0.3459 .Q' / �I-T ., p 2 WARNINGS: GENERAL NOTES,unless otherwise noted: Mr/ 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 I iV Truss• D GIRD and Warnings before construction commences. and approval is the responsibily of the building designer,not the 2.2x4 compression web bracing must be installed where shown C. 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 p•o.c.and at 1 D'o.c.respectively unless braced throughout their length by (t/ 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 responsibiity for such bracing. 3.2x Impact bridging or lateral bracing required where shown r•+ lb R �(� As 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. jrs' G" SEQ. : 5192574 fasteners are complete and at no tme 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. 5'1 1,� TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the B.necessary.assumes ma hearing all supports shown.Shim or wedge N OVAL • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5 1//!2' JUL 6.This design s furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss,and placed so their center �� IIIIII I III VIII 11111 IIII I II IIII IIII 7PIANTCA in BCSI,copies of which will be furnished upon request. Digs indicate cat with joint plate center lines. _` II 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) and/or ESR-1311,ESR-1988(MiTek). IIIIIIII VIII Thia design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 818BTR LOAD DURATION INCREASE = 1.15 1.2=) -50) 39 2.5=(-129) 575 5-3=( 0) 309 - BC: 2x4 DF I/186TR SPACED 24,0' D.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 4186TR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD a 10.0 PSF BEARING MAX VERT 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' -114( 661V -158/ 227H 5.50' 1.06 OF ( 625) OVERHANGS: 16.5' 0,0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 3,0' -76/ 5499 -158/ 227H 3.50' 0.88 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL =DEFLECTION M -1'- L/24 Allowed TL L/1 I 0.138' Y,M20HS,Y18HS,M16 = YiTek MT series AND BOTTOM CHORD LIYE LOADS ACT NON-CONCURRENTLY. MAX TL 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 TC PANEL LL DEFL = -0.031' @ 3'- 2.5' Allowed = 0.463' I I I 12 MAX HORIZ. LL DEFL = 0.005' @ 12'- 11.5' 6.00 I/ M-1.5x4 MAX HORIZ. IL 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,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-2.5x4 r, co ��� PRO �� �.sG1NFF. 4y ( ° c �� ■ 5 `^.6 -I ' 1 ° M-2.5x4 M-1.5x4 M-2.5x4 0" sNag, 09 4.26.19 ,`02 y y y G/fA. JONES 5/2 /(1 6-10-12 6-04-04 y ), J' EXPIRES 613011 1-04-08 13-03 40 w P' JOB NAME: BROWNSTONE AT THE CROSSING - D1 � � Scale: 0,3801 I IP`'!- q WARNINGS: GENERAL NOTES,unless otherwise noted. .I 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 �j - Truss: D 1 and Warnings before construction commences. and approval is the responsibiity 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 bracn must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 Y 9 PI continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility 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 responsibility of the respective contractor. NLNia*51116,S E Q. : 5192 57 2 fasteners are complete and at no tome should any bads 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. �'� � TRANS I D: 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 necessary. 51 /x2 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed no their center � � IIIIIIII I I II I IN I III I II TPINVTCA in BCSI,copies of which will be furnished upon request. inn coincide with joint center lines.9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E to.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). II IIIIIIIIIII This design.prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-10-08 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=(-6728) 940 1-5=(-854) 5858 5-2=( -352) 2976 7-4=(-114) 82 BC: 2x6 DF SS 2-3=(-3628) 512 5-6=(-842) 5758 2-6=(-3046) 424 WEBS: 2x4 DF STAND; LOADING 3-4=( -184) 216 6-7=(-484) 2958 6-3=( -584) 4674 2x4 DF 41&BTR 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'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE S0.I8. (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' -673i 4871V -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 'iJ ( 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 1' 1 1' 1 system and components and cladding criteria. 12 M-1.5x4 Wind: 110 mph, h=25ft, TCDL=4,2,BCOL=6.0, ASCE 7-05, 6.00 I/ Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M M-5x8 0 rn M-3x8 ° 0 �� ����0 P R OFFS Si �G1NE-�... '02 M-5x10 ff' :�/1 1.. _ ° 1"---r---• 5 s = 7 -' OR N cbcb ° M-3x8 M-5x8 M-7x8 C GL1'26,1G • (- ' 77/20 ,, y y y y A. J Ot' 4-09-05 3-09-01 4-04-01 y EXPIRES 6/30/13 y 12-10-08 WEDGE REQUIRED AT HEEL(S). JOB NAME : BROWNSTONE AT THE CROSSING - C GIRD Scale: 0.3475 14��� r s WARNINGS, GENERAL NOTES,unless otherwise noted Sa -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: C GIRD antl 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 the top engineer. /-1 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 f DES. BY: LA stability bracing most 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 responsitdtity for such bracing. 3.2a Impact bridging or lateral bracing required where shown** ^h .f1 �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. O 4 1,jrSIS115�,r' Vic, SEQ. : 5192571 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. I�f vl~ TRANS ID: 33 984 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 / v necessary. 4 J i -- fabricalion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. J/ / ;i 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 OZ:110iiii4/11111 VIII I II 1111 II VIII VIII VIII II II TPI/WTCA in BCSI,copies of which will be furnished upon request. Ines coincide with joist center tries. _ 9.Digits indicate size of aisle 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). IIIIIIIIIIIIIII , • • ■ This design prepared from computer input by _ PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 9.8' IRC 2009 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1. 2=( .50) 39 2. 7=(-293) 1442 7- 3=( 0) 319 11. 6=(.983) 381 BC: 2x4 OF #18BTR SPACED 24.0' 0.C. 2. 3=(-1723) 659 7- 8=(.295) 1439 3. 8=(.729) 235 WEBS: 2x4 OF STAND 3. 4=(-1015) 421 8.10=(-131) 764 8- 4=) .36) 461 LOADING 4- 5=) -984) 407 9-11=( 0) 0 8- 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 SO.IN. (SPECIES) M-1.5x4 or equal at non-structural REOUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -1791 1141V -172/ 227H 5.50' 1.83 DF ( 625) vertical members (uon). 24'- 9.8' -1411 1035V -172/ 227H 3.50' 1.66 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L(180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0,007' @ -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' 14-09-12 10.00 MAX TL CREEP DEFL = -0.122' @ 7'- 4.9" Allowed = 1.604" T '1 1 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' 12 12 Design system main l r a andcomponentsandcladdingcriteri . 6.00[7" IIM-4x4 6.00 4.0, Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, 4 -6( Enclosed, Cat.2, Exp.B, MWFRS, ` interior zone, load duration fac to r= l . 6 pi, M-2"5x4 M-2.5x4 � :m-3x4 c., c � /I _ /� ° • P Z or�,r.) �. ; . I 4 4 sSc 7 6 4- .) \� G 1N E y o M-4x4 M-1.5x4 M-3x8 M 5x6 1i �.:R. 11:0'11N:: _A 4-M-3x6(5) t o 9 11 -; 11.8, M-4x6 6.26 �12 v 0 G 1, . l y y y 0-071,05 9 di `7-04.14 7-04-14 6-00 4-00 , p S y y y 8-09-06 12-00-06 , 3-04-11 , y 1, 1-04- 8 20-09-12 y 3-08-08 , EXPIRES 6/30113 fr y 20-09-12 4-00 y ),----y 24-09-12 141' P.JOff N.* 1-04-08 0-03-08 W f� �h JOB NAME : BROWNSTONE AT THE CROSSING - E GE 4 II` , t Scale: 0.1859 I WARNINGS: GENERAL NOTES,unless otherwise noted. 4+ , 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 GE 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•. Design truss designer or truss engineer. /..., 2. D assumes the top and bottom chords to be lateral braced at _ 3.All lateral force resisting elements such as temporary and permanent 2 o.c.and at 1g'o.c.respectively unless braced throughout their length by f!j i DES. BY: LA stab ity 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•• jj -Q 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - O `-Lj/s'1 C 69 r SEQ. : 5192575 fasteners are complete and at no tme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �C}5 design loads be applied to any component. and are for"dry condition"of use. S`r TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at aft supports shown.Shim or wedge if ONAL necessary. 5/23/` - fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. / v J l' 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI VYTCA in BC51 copies of which will be furnished upon request Dies coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 113.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1988(MiTek). III IIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-293) 1442 7- 3=( 0) 319 11- 6o(-983) 381 - BC: 2x4 DF t1RBTR SPACED 24.0' O.C. 2- 3=(-1723) 659 7- 8=(-295) 1439 3. 8=(-729) 235 WEBS: 2x4 OF STAND 3- 4=(-1015) 421 8-10=(-131) 764 8- 4=( -36) 481 LOADING 4. 5=( -984) 407 9-11=( 0) 0 B- 5=(-107) 89 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)1DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=( -885) 380 10-11=(-211) 177 5-10=(-444) 257 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 8=(-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 SQ.IN. (SPECIES) Y-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 OF ( 625) vertical members (uon). 24'- 9.8' -141/ 1035V -172/ 227H 3.50' 1.66 DF ( 825) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L1240, 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' 14-09-12 10-00 MAX TL CREEP DEFL = -0,122' @ 7'- 4.9' Allowed = 1.804' ( ' 1' 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' T T T T T Design conforms to main windforce-resisting 12 IIM-4X4 12 system and components and cladding criteria. / 6.00 1/ .'"---1 6.00 4,0" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=8.0, ASCE 7-05, 4 ,fa Enclosed, Cat.2 Exp.B, MWFRS, ,1\ interior zone, load duration factor=l.6 M-2.5x4 M-2.5x4 M-3x4 • o / PR 1 ���ED OFEssi MM !\ I • o *M-4x4 M-1 5x4 M-3x8 M-5x6 1 v .� �aG1NFF C co M-3x6(S) ° � - . ' 1 ,A c 1 0 g M-4x6 '/ • 6.28 ,�04*��� _ y y y y 0-07.05 �,9 �'26.1 .49 r 7-04-14 y 7-04-14 6-00 r 4-00 y 1--'4 JO\ 5/, //z. 8-09-06 12-00-06 ,, 3-04-11 1.04•QB 20-09-12 l 3-08-08 y EXPIRES 6/3011 yl 20-09-12 4-00 y 1-04-08 24-09-12 0.03 08 �� P�yO N11* J JOB NAME : BROWNSTONE AT THE CROSSING - El �~ i,Q� Scale: 0,1659 4117 / �''. WARNINGS: GENERAL NOTES,unless otherwise noted: 1. r4 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' and Warnings before construction commences. and approval is the responsibiity of the building designer,not the Truss: E 1 2.2x4 compression web bracing must be installed where shown• uss 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 2'o.c.and at 10'c.c.respectively unless braced throughout their length by t+"-'�'�- DES. BY: LA stadiry bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). 24243 4 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown*i• DATE: 5/23/2012 R1- :e44ii 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. ' `u�sT SEQ. : 5192576 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. and are for"dry condition"of use SY TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibiity for the 6. Design assumes full bearing at all supports shown.Shim or wedge if 5 �f 7 SIGNAL necessary.rass q 9 provided. G /lL fabrication,handling,shipment and installation of components. 7.Desi Design assumes adequate uate drains a is rovided. i 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 IIII I I I I Ili I II I I IIII IIII 7PIMlTCA in BCSI,copies of which wit be furnished upon request. Ines coincide with joint center lines. EXPIRES iNGINIIIIII 9. Digits icdt size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTnas) and/or ESR-13t I,ESR-1968(MiTek). IIIIIIIIIIIIII 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 DF M16BTR LOAD DURATION INCREASE = 1.15 1-2=( -50) 39 2-6=(-218) 1147 6-3=( 0) 321 - BC: 2x4 DF M16BTR SPACED 24.0' O.C. 2.3=(-1386) 570 6.7=(-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 <= 12'0C. 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 0'- 0.0' -157/ 981V -172/ 199H 5.50' 1.57 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 20'- 9.8' -117/ 860V -172/ 199H 3.50' 1.38 DF ( 825) C,CN,C18,CN1B (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 fi-00 MAX TL CREEP DEFL = -0.088' @ 7'- 4.9' Allowed = 1.337' '( f 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' 12 12 Design conforms to main windforce-resisting IIM-4x4 system and components and cladding criteria. 6,00 I/ Q 6.00 4.0, Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4 .f-5( Enclosed, Cat.2, Exp.B, MWFRS, 01%4 interior zone, load duration factor=l.6 1114111111A-2.5x4 M-2.5x4 -/ i cp �0 PROP ,- < s 5 �,�1r4F6' J coy �r 1 CD o it 1131 IIFI 6 7 -8 OR).N M-3x4 M-1.5x4 M•3x6�5) M-3x8 M-1.5x4 d�7v�'L!-26r143 `U�' .1'. 7-04-14 y 7-04-14 y 6-00 y vf�A. JOIA' 5/23./1Z y 8-09-06 y 12.00.06 y EXPIRES 6/3011 * Jr * 1.04-08 20-09-12 .70 P'w ANN �► JOB NAME : BROWNSTONE AT THE CROSSING - E2 b.1 .� Scale: 0.2754 WARNINGS: GENERAL NOTES,unless otherwise notetl: • � .t�. •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 �', Truss: E2 and Warnings before construction commences. and approval is the responsibibty of the building designer,not the 2.2x4 compression web bracing must be installed where mown*. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at y 3.All lateral force resisbng elements such as temporary and permanent y o.c.and at 10'o.c.respectively unless braced throughout their length by r DES. BY: LA stability bracing most 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 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. 1Q it r.�" S� r SEQ. : 51925 77 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses ere to be used in a non-corrosive environment, .%, • design loads be applied to any component. d ere for"dry condtio'of use. TRANS ID: 3 39845 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes due 5`f�1 bearing at all supports shown.Shim or wedge 4 V NAL necessary. fabrication,handling,shipment and installation of components. ' 3//Z. 7.Design assumes adequate drainage is provided. JILL 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 II III I I III I II II III TPI,WTCA in BC61,copies of whim will be furnished upon request. Ines coincide with joint center inches. LXP1$ES f� 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) igjEIIIIIIII and/or ESR-1311,ESR-1966(MiTek). III 11 IIII This design,prepared from computer input by - PACIFIC LUMEER-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 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- 7=(-236) 1600 3- 7=( -336) 173 - BC: 2x4 DF W1&BTR SPACED 24.0' 0.C. 2- 3=(-1899) 685 7- 8=(-209) 1115 7- 4=( 0) 605 WEBS: 2x4 DF STAND; 3. 4=(-1626) 507 8- 9=(-210) 156 4- 8=1 -800) 243 2x4 OF M1&BTR A LOADING 4- 5=( -731) 347 8- 5=( 0) 254 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -707) 341 8. 6=( -133) B31 TC LATERAL SUPPORT <= 12'0C. 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' -181/ 1228V -214/ 271H 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=Li 240, TL=Ll180 C,CN,CI8,CN18 (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 TL CREEP DEFL = -0.122' @ 9'- 8.4' Allowed = 1.617' 19-00 6-00 T f f 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' 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=4.2,6CDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 5 .f-.! interior zone, load duration factor=l.6 if\ M-2.5x4 or equal at non-structural diagonal inlets. � r I 02M-5x8(S) I Qp� M-3x4 ' � I,D I ' I / R M 1.5x4 c pFEx-c : o • '1' I/ ° OFe � o ‘,...& 41) d� _ ' )'26, `c 8 9 (• o M-4x4 0.25" M-3x8 M-1,5x4 40 J Q\.\A M-5x8(S) >r y 1, 1, EYPRI�ES 6/30113 9-08-06 9-03-10 6-00 1-04-08 25-00 N.3OI-f JOB NAME : BROWNSTONE AT THE CROSSING - E GE3 Scale: 0.2351 T. 10‘11',E �- 1^ 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 -• - • Tr u s s: E GE3 and Warnings before construction commences, and approval is the responsibikty of the building designer.not the 1. 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 braces at y 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.�espectirely unless braced throughout their length by 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. 3.2x Impact bridging or lateral bracing required where shown++ M 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r SE G. : 5192578 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, O�r T�iC,'`' design loads be applied to any component. and are for"dry condition"of use. �`� 1 TRANS ID: 339 845 5.CompuTrus has no control over and assumes no responsibikty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / ONAL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provlded. J (" i;v . 8.This design is CSI,furnished i subject is the limitations set forth request. B.Plates shall be with join on both faces of truss,and placed so their center � � IIIIII I I I I I I II I 111111111 TPINVrCA in SCSI,copies of which will be furnished upon request. Dies coincide with joint canter 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). 11111111 Th i-s design,prepared from computer input by - PACIFIC LUME'ER-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 IF 416BTR LOAD DURATION INCREASE = 1,15 1- 2=( -50) 39 2- 7=(-238) 1600 3- 7=( -336) 173 BC: 2x4 OF #16BTR SPACED 24.0' 0.C. 2- 3=(-1899) 685 7- 8=(.209) 1115 7- 4=( 0) 605 WEBS: 2x4 DF STAND; 3- 4=(-1626) 507 8- 9=(-210) 156 4- 8=( -80D) 243 2x4 DF 6168TR 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 BAG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STDRAGE LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'. 0.0' -181/ 1228V -214/ 271H 5.50' 1.96 DF ( 625) 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,M2DHS,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 = 0.136' 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 T f f MAX HOAIZ. LL DEFL = 0.021' @ 24'- 10.3' 8-08-05 6-01-13 6-01-13 6-00 MAX HORIZ. TL DEFL = 0.032' @ 24'- 10.3' - 1 T '1 T Design conforms to main windforce-resisting 12 IM_4X4 12 system and components and cladding criteria. 6.00 �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 4'''( interior zone, load duration factor=1.6 ii\ M-5x8(5)9� M-3x4 025' 4 M-1.5x4 c, c���V PRQ/',c., c. . `�c'INEcc..sLL t f0 l�1 1,' 1 e- QR Nye Ca vG o� 4- _� de e- -, 0 6.26.x` �<3 c M-4x4 0.25' M-3x8 M-1.5x4 12_ -A., JON�� M-5x8(S) 5/1 //1 y 1, 1, y EXPIRES 6/30113 9-08-06 9-03-10 8-00 L- , 1-04-08 25-00 ��� �-�Qt>,�1I� JOB NAME : BROWNSTONE AT THE CROSSING - E3 Scale: 0.2351 �' ��� �r 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 Truss: E3 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 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 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+ 4. No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. O4r.re'Q."•SEQ. : 519257 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, J G design loads be applied to any component. and are for"dry condition"of use. s�" TRANS ID: 3 3 9845 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 1/ fabrication,handling,shipment and installation of components. Design na ss ry. q drainage provided. n /f'j s � 7.Desi n assumes tae uete drains a is s,a ( r f L 8.This design is furnished subject to the limitations set forth by d. Plates shall be located on both faces of truss,and placed so their center • III III I1I I I II I IIII II II TPIAMTCA in BCSI,copies of which will be furnished upon request. foes coincide with joint center lines. EXPIRES 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). IIIIIIIIIIIIII - This design.prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.2' IRC 2009 MAX MEMBER FORCES 4WR/GOF/Cq=1.00 TC: 2x4 DF g18BTR LOAD DURATION INCREASE = 1.15 1-2=(•186) 198 5-6=(.280) 201 1-5=(-120) 175 8-4=(•160) 448 - BC: 2x4 OF N18BTR SPACED 24.0' O.C. 2.3=(-285) 284 6-7=(-268) 202 5.2=(-462) 243 4-7=(-636) 201 WEBS: 2x4 OF STAND; 3-4=(-280) 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 IC LATERAL SUPPORT <= 12'DC. UON. DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'DC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -76/ 668V -270/ 327H 5.50' 1.07 DF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12'- 11.2' -98/ 597V -270/ 327H 3.50' 0.96 DF ( 625) C,CN,C1B,CN18 or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=Ll240, TL=Ll180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VEX IL LEDLL •TIONL M 8'- 1L.24 Allowed = 0.809' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015' @ 8'- 11.2' Allowed = 0.612' 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 T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.001/ IIM-4x4 Q 6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, 3 4.0" Enclosed, Cat.2, interior zone, Exp.B, duration onfactor =1.6 011\ �M-2.5x4 M-2.5x4 ', O- M-1.5x4 "(A Al 0 A . X90 PROFFSs ao,Cr) °° `���::26.1NFc�. ��y co m s- M-2.5x4 M-3x8 M-1.5x4 7 /O A. JOHNS 511W12- y y y EXPIRES 6/3011 8-11-04 4-00 y y 12-11-04 - P+w N1,. JOB NAME : BROWNSTONE AT THE CROSSING - F2 Scale: 0.2479 7 I �1� O '2 WARNINGS: GENERAL NOTES,unless otherwise noted: Y:14. n r.. 1.Builder and erection contractor should be advised of as General Notes I.This truss design is adequate for the design parameters shown.Review Truss: F2 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 at t;I 3.All lateral force resisting elements such as temporary and permanent 2•o c and et 10'o.c.respectively unless braced throughout their length by •r•' DES. BY: LA stability bracing most be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(3C). 24243 CompuTrus assumes no responsibiity for such bracing. 3.2x Impact bridging or lateral bracing required where shown•• 15 DATE: 5/23/2012 'i' Rpm 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^ •v-[j(�"1'�-R SEQ. : 51 9258 0 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, �fii design loads be applied to any component. and are for"dry condition"of use. t1 TRANS ID: 3 39845 S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge if TONAL. essary. ; 17/lZ • fabrication,handling,shipment and installation of components. 7, Design assumes adequate drainage is provided. JJ l•/ t �,L B.This design is furnished subject to the imitations set forth by 8. Plates shall be located on both faces of truss,and placed so their center SWIMS �J�' VIII I I I I II .III VIII I I II I III TPVWTCA in BCSI,copies of which will be furnished upon request Dies coincide with joint center lines. EIKN7is ill/ 9 Digits Indicate size of plate in inches. I 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-1988(MiTek). II IIII IIII y 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 NI&BTR 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- 8=( -750) 293 2x4 DF #16BTR A LOADING 4- 5=( -992) 427 8- 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'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' -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 OF ( 625) C,CN,C18,CN1B (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 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.136' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.073' @ 8'- 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 6.001/ M-4x6 6.00 system and components and cladding criteria. 5 4 Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, ;;� interior zone, load duration factor=1,6 M-1.5x4 M-5x8(5) 0.Jk co ° p PRpfi M-1.5x4 IA ((�E 6, ,s 14J 4/ cr tk/ill),. 1 OR!4.4N�a, o Nil (ilV 26.1°§ O= o 8-2.5x4 T 0.25 8e M 2.5x4 T.9 �L�OA. ON�4F o 11-4x4 M-7x8(5) 5/V Z. y y l y EXPIRES 613011 8-08-11 8-02-03 8-01-02 y 1-04-08 25-00 P-JOHN , 11 • BROWNSTONE AT THE CROSSING - F3 Scale: 0.2281 �� S�;` I r)r JOB NAME : BROWN . I a WARNINGS: GENERAL NOTES,unless otherwise noted: 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 fy Truss: F3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 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 I I 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and stir,'o.c.respectively unless braced throughout their length by ' DES. BY; LA stabiity bracing most be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibifdy 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. Qjr� � S E Q. : 5192581 fasteners are complete and at no Dme 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'f�A1A� TRANS ID: 3 39845 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.Design ssumes full bearing at all supports shown.Shim or wedge if 1 :// �VVii..l1 • fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. s v jj 8.This design is furnished subject to the imitations set forth by 8.plates shall be located on both faces of truss,and placed so their center /�x VIII Ill 11111111111111 EMI II TPI/WTCA in BCSI,copies of which wiN be furnished upon request Digs coincide with joint plate ate inr lines. EXPIRES r / 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). IIII I III 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 TC: 2x4 DF M1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( .50) 39 2- 7=(-283) 1988 3- 7=(-363) 192 6-10=(•1429) 442 BC: 2x4 DF k1&BTR 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- B=(•746) 291 2x4 DF M1&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) 34D 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'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' -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,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2DHS,MI8HS,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' MAX LL DEFL = -0.094' @ B'- 8.7' Allowed = 1.392' MAX TL CREEP DEFL = •0.178' @ B'• 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 1 f f system and components and cladding criteria, 7-04-05 6-09-13 6-09-13 7-09 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, f T '� Enclosed, Cat.2, Exp.B, MWFRS, 12 12 interior zone, load duration factor=1.6 6.001/ M-4x6 6.00 4.0" 5 .1",l' M tf) L)'2 6.Nc `i • ���v0 P ROrFss co dor c•-) " ,;.,`-..D, , G1NE- . Pi,o G ' e s ( " ,o A. 1 O N o M-3x6 M-2 5x4 0.25 =M-4x4 M-1.5x4 A. N M-5x8(S) 1, >y )' y y EXPIRES 6/30/13 8-08-11 8-02-03 8-02-03 3-07-14 y y 28-09 y p,.Jtlfj4, 1-04-08 - JOB NAME : BROWNSTONE AT THE CROSSING - F4 Scale: 0,1956 *t'',' N 2 It WARNINGS: GENERAL NOTES,unless otherwise noted-. v r�f/ 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: F 4 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+. buss designer or cuss 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.c.and at 10'o.c.respectively unless braced throughout(heir 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. 3.2x Impact bridging or lateral braang required where shown+r- 4. pt 1Cr No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. e$0 C;j1 r SEQ. : 51925 8 2 fasteners are complete and at no tme 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. �' • 40N AL TRANS ID: 33984 5 5.CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown.Shim or wedge it / �Ai. • Pu necessary. ���7/J�,r fabrication,handling,shipment and installation of components. 7. Design assumes adeouate drainage is provided. :�A 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 11111111111111111111 10.TPIIWTCA in SCSI.copies of which will be furnished upon request Dies coincide with joint center Imes. EXPIRES Y 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E For basic connector plate design values see ESR-2529(CompuTrus) ES - and/or ESR 1311,ESR-1888(MiTek). IIIIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 9.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TC: 2x4 OF N16BTB LOAD DURATION INCREASE = 1.15 MAX LL DEFL = -0,008' @ -1'- 4.5' Allowed = 0.138' BC: 2x4 DF 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 = 0.018' @ 0'- 3.3' 2x4 DF M16BTR A LL( 25.0)+DL( 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'OC. UON. TOTAL LOAD = 42.0 PSF This truss does not include any time dependent BC LATERAL SUPPORT <= 12'OC. 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: ICOND. 2: 5450.00 LBS DRAG LOAD. i C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Design conforms to main windforce-resisting M,M20HS,M18HS,M16 = MiTek 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, MWFRS, interior zone, load duration factor=l.6 21-00 7-09 T f 1' }Note:Truss design requires continuous 12-00-11 8-11-05 7-09 I bearing wall for entire span DON. 7-05-08 6-09.04 6-09-04 '' 7-09 or 12 11M-4x4 12 6.00 I/ Q e.Do 4.0' 5 ,1WW .r\ M-4x6 M-7x8 M-3x6(5) sl I��� .• ���V PROFEs, M-4x6 ,I cry ��iN FI OyA m �I1� , • _ /I/1/I o r 1 =M 4x4 M-ix4 M 3x6 SM-ix8 M-gx8 M'2.5x4 �G,0A. JON4S~o23/1Z ( ) y7-03-12 6-07-08, y y 7-00-12 7-09 y EXPIRES 613Jfj 011 12-00 16-09 1-04-08 28-09 b JO i. JOB NAME : BROWNSTONE AT THE CROSSING - F DRAG Scale: 0.1836 $ •` v '1-' 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 j'' Truss: F DRAG and Warnings before conshucbon commences. and approval is the responsibllty of the building designer,not the 2.2x4 compression web bracing must be installed where shown C. 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 o.c.and at 10'o.c.rsspectoely 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 drywalt(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bradng. 3.2x Impact bridging or lateral bracing required where shown c c �j, SEQ. : 5192583 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 `tj'TM:, fasteners are complete and at no time should any bads 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. /� TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibiity for the 6.aesnassumes full bearing at all supports shown.Shim or wedge if `SIGNAL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S/2 /iii ,L�. 6.This design is furnished subject to the limitations set forts by 8.Plates shall be located on both faces of truss,and placed no their center �]� /2, lilt III VIII VIII VIII VIII VIII IIII IIII TPINVTCA in SCSI.copies of which will be furnished upon request. Ines coincide with joint ate inr lines. EXPIRES ri' 1 / 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). llllllllllillll 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 #18LBTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-253) 1619 3- 7=) -374) 194 BC: 2x4 OF #1&BTR SPACED 24.0' 0.C. 2- 3=(-1925) 702 7- 8=(-233) 1057 7- 4=( -88) 710 WEBS: 2x4 DF STAND; 3- 4=(-1758) 579 8- 9=(-208) 354 4- 8=( -750) 293 2x4 DF g18BTR A LOADING 4- 5=( -992) 427 8- 5=( -181) 1183 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -229) 263 5- 9=(-1078) 175 IC 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 SO,IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -180) 1247V -234/ 324H 5.5D' 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 LIYITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' M,M2DHS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.073' @ 8'- 8.7' Allowed = 1.204' 21-00 4-00 MAX TL CREEP DEFL = -0.139' @ 8'- 8.7' Allowed = 1.606' 1` f 1' 7-04-05 6-09-13 6-09-13 4-00 MAX HORIZ. LL DEFL = 0.021' @ 24'- 8.5' 1' 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. 5 4.0' Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, ;;� interior zone, load duration factor=l,6 `,`l�M-1.5X4 M-2.5x4 or equal at non-structural diagonal inlets. M-5x6(5) I 1 M M-1.5x4 A ����9 PROFESS ■IIIIIIIIIIIIIIIk\ \ Er sce .ill(1 V• allr`° �GINEc6. ��lit OR' .Nq o CiFA G°'26. - .) o c. /IM-4x4 M 275x4 0.25'8 rs M-2.5x4 -9 9y�OR JON��~5/13/r2 M-7x8(S) y y y y EXPIRES 6!30!1 8-08-11 8-02-03 8-01-02 Jr 1-04, ,Jr 25-00 P-J011/4Ot 1/ Arer0!iviCD JOB NAME: BROWNSTONE AT THE CROSSING - F GE1 Scale: 0.2281 ; i �ti 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 responsibiity of the budding 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 bottom chords to be laterally braced at f'l/ 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 h 9 Y 9 Ig 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. 1O grS. rr'O r SEQ. : 519258 4 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. S design loads be applied to any component. and are for"dry condition'of use. /1 TRANS ID: 33984 5 5,CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if / TONAL • necessary. ✓' • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. w 3/ / j„). ` 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 i I I I I I I II I it l Ill Ill! TPVWTCA 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). IIIIIIIIIIIIII ` ' . 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 VAX MEMBER FORCES 4WR/GoF(Cq=1.00 TC: 2x6 DF SS LOADS AS GIVEN LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8273) 828 1- 7=(-738) 5532 7- 2=( -97) 1382 10. 5=( -13) 811 BC: 2x8 DF #1&BTR; 2- 3=(•4491) 591 7. 8=("735) 5513 2- 8=(-1841) 248 10- 6=( -263) 2017 2x8 DF #2 B2 LOADING 3- 4=(-2449) 317 8- 9=(-565) 3853 8- 3=( -318) 291B 6.11=(-2394) 318 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 OF #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) 254D BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 10'- 0.0" TO 25'- 0.0" V 4.10=0542) 326 TC LATERAL SUPPORT 4= 12'0C. UON. BC LATERAL SUPPORT 4= 12'0C. 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' -478( 3739V -215/ 317H 5.50' 5.98 DF ( 625) Hangers attached to the bottom chord LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 25'- 0.0' -297/ 2459V -215/ 317H 3.50' 3.94 DF ( 625) will have 1.5' max, nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL LEDLL -0.139' @ LIMITS: eL/2 Allowed 0 1.212' C,CN,C18,CN18 (or no prefix)MT = CompuTrus, Inc MAX TL CREEP DEFL = -0.323' @ 11'- 10.3' Allowed = 1.817' M,M20HS,M18HS,M16 = MiTek MT series 21-00 4-00 MAX HORIZ. LL DEFL = 0.033' @ 24'- 10.3' T 4' '( MAX HORIZ. TL DEFL = 0.059' @ 24'- 10.3' 6-10-06 5-03-06 4-06 4-04-04 4-00 T f f f +2x4 web brace required. Laterally brace to roof diaphragm. 12 12 Design conforms to main windforce-resisting 6.00 I/ M-5x6 Q 6,00 system and components and cladding criteria. 5.0' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 5 .f-n Enclosed, Cat.2, Exp.B, MWFRS, ��� 7x8 interior zone, load duration factor=l.6 M-5x8 ire 4 M-8x10(S) Q CO <e�0PROFE..S/ > x8I4 A ° sv */t�l, I A• I M-7x16 ORION co _AA"! c �� i 3E C.11110 I_5l 82`� 0 ✓G4)-26.N 0 -� 7 8 9 10 ''11 -qG/0. - ��k. 1 0.25' M-7x8 M-2.5x4 o M-3x6 M-4x12 M 7x14 A. J0� M-10x12(S) 11643# y y l y y yT EXPIRES 6/30113 6-08-10 5-01-10 4-06 4-07-12 4-00 25-00 N.JQNN1` JOB NAME : BROWNSTONE AT THE CROSSING =F GIRD Scale: 0.2287 �T Sip,% �ooh WARNINGS: GENERAL NOTES,unless otherwise noted: VI " 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 responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown C. truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 1- 3.All lateral force resisting elements such as temporary and permanent t -•' DES. BY: LA stabif brawn must be designed designer of complete structure. 2 o.c.and at 10'o.c.respectively unless braced throughout their length by ry 9 9 M 'g W continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE• 5/23/2012 CompuTrus assumes no responsibiity for such bracing. 3.Sr Impact bridging or lateral bradng required where shown c c �(i 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. 4O 1STE'�G'" SEQ. : 5192585 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'! 6. Design assumes full bearing at all supports shown.Shim or wedge if ANAL TRANS ID: 3 3 9845 5.CompuTrus has no control over and assumes no responsibility for the necessary. /OA fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. 5 G//I✓ A.A. 8.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,end placed so their center ■ / 111111111111111111 TPINJTCA in SCSI,copies of which will be furnished upon request. lines ide with joint center lines. IXPINES ! 9.Fr Digits indicate size of plate in inches. ��11 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). 1111111111 . . - LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0' TC: 2x4 DF M1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF k1&BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42,0 PSF Gable end truss on continuous bearing wall VON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M2OHS,M1BHS,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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-05-08 5-05-08 12 12 6.00 M-4x4 \I6.00 M CO Plii i O I/ ////// // ////// ////I ./////// / / ///////////// / • M-2.5x4 M-2.5x4 ), ), y 1-04-08 10-11 1-04-08 • �t44V PRQFA: <„3 .\4. %NFF. �2 - jai; , •- p,.JON�,1� . I �OR1•Ngb JOB NAME : BROWNSTONE AT THE CROSSING - G GE sale: 0.6162 ,�� m�NV ► ��C) oyGG�r26r'�c3 WARNINGS: GENERAL NOTES unless°therms°noted. i� ?" N`' I.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review +� 4• 1 O� Truss: G GE and Warnings before construction commences. and approval s the responsibility of the building designer.not the �1 J 5/i3//2 I 2.2x4 compression web bracing must be installed where shown.. truss designer t 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 If V 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -' EYP�RF L+ 6`/30! DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and or drywall(BC). fl J CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging DATE: 5/23/2012 mp dgi g or lateral bracing required where shown++ f'•' .•' 4.No load should be appied to any component until after all bracing and 4,Installation of truss is the responsibility of the respective contractor. 24243 4• SEQ. : 5192586 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 bads he applied to any component. and are for"dry condition"of use. O 4),t-t. TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibiity for the 6.Design assumes full bearing at all supports shown.Shim or wedge if , �'` 1 L fabrication,handling,shipment and installation of components. necessary. C3•p \(} 7.Design assumes adequate drainage is provided. fQNAL 6 8.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center - II I I II I I 1111 II I 11 1111111111 TPI/WTCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center Ines. v �� 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-1888(MiTek). VIII II III This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-533) 322 1.4=(-215) 398 4.2=(0) 246 - BC: 2x4 DF M1SBTR SPACED 24.0' O.C. 2.3=(-533) 322 4.3=(-215) 398 WEBS: 2x4 OF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)401( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -63/ 458V -65/ 65H 5.50' 0.73 DF ( 625) Connector plate prefix designators: 10'- 11.0' -63/ 459V -65/ 65H 5.50' 0.73 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 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 TC PANEL LL DEFL = 0.014' @ 2'- 11.5' Allowed = 0.355' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IC PANEL TL DEFL = 0.020' @ 2'- 11.5' Allowed = 0.533' MAX HORIZ. LL DEFL = -0.004' @ 10'- 5.5' MAX HORIZ. TL OEFL = 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 f f f total load deflection. The building designer 12 12 shall verify that this parameter fits with the intended use of this component. 6.00 4 8.00 IH11-4x4 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0' 2 f�,f Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 1p\ Enclosed, Cat.2, Exp.B, RIVERS, ��II interior zone, load duration factor=1.8 o� q Cs v PRork,cn C 1:� 4 ►�s c (-5 .A�GINEcr l� . 0 M-2.5x4 M-1.5x4 M-2.5x4 f" 111(iii , •- 04. Ndf � FG`YAg ' .,1G 4 26. (3 ' y y y 5-05-08 5-05-08 0 JON'' y y S W iL 10-11 EXPIRES 6/30/13 ti9 P•wOJ N,/, JOB NAME : BROWNSTONE AT THE CROSSING - G1 Scale: 0.5237 ��' e�`� r t '1- WARNINGS: GENERAL NOTES,unless otherwise noted: ' 4 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 lif i i Truss: G1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 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.A8 lateral force resisting elements such as temporary and permanent in-; DES. BY- LA stabiD bracing must be designed designer of complete structure. 2 o.c.and at 10'o.c.respecbvely unless braced throughout their length by - N 9 9 by 9 W continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 14243 DATE: 5/23/2012 CompuTrus assumes no responsibiity for such bracing. 3.2x Impact bridging or lateral bracing required where shown*• t� J 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1O)(.rjf 511) SEQ. : 519258 7 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. '5' TRANS ID: 33 9845 5. CompuTrus has no control over and assumes no responsiGity for the 6. Design assumes hill bearing at all supports shown.Shim or wedge if ONAL • fabrication,handling,shipment end installation of components. necessary. 5 1qy/j 9 P 7.Design assumes adequate drainage is provided. 5 h/( I L 'AL 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 renter ` / IIIIII I III IIII VIII VIII VIII VIII(III IIII TPIiWTCA in SCSI copies of which will be furnished upon request Dies coincide with joint center Imes. EXPIRES / / 3 9.Digits indicate size of plate in inches. �/ CompuTrus,Inc.Software 7.6.2(t L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). III EMI . This design.prepared from computer input by . PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS 10-11-00 GIRDER SUPPORTING 12-04-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF M16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1916) 284 1.4=(-208) 1822 4-2=(-10B) 1421 8C: 2x6 OF SS 2-3=(-1918) 284 4-3=(-208) 1822 WEBS: 2x4 OF STAND LOADING TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 11.0' V TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 129.2)+D1( 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. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS 0 - 0.0' -227// 1643V -63// 83H 5.N 50' 2.63 (SPECIES)CFP( 825) Single member as shown. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 10'- 11.0' -227/ 1643V -83/ 83H 5.50' 2.63 DF ( 825) Hangers attached to the bottom chord will have 1.5' max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 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 = 0.887' Com puTrus, Inc CompuTrus, N,M2OHS,M18HS,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' "( "( f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 L . '-,I6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7.05, M-40 Wind: Cat.2 Exp.B, MWFRS, 2 4.0• interior zone, load duration factor=l.6 g' 1Pq% co m o� -/o I� Eat o �yED PROFFS o� 1 IM 4 ' 3 �� •� s� M-5x10 M-3x8 M-5x10 �G%N ' .5• O. i OR' 0N op J' O G4"26..‘u°� 5-05-08 y 5-05-08 -9G ,`d 1. /�A- JOk\ 51/3/iz 10.11 EXPIRES 613011 W , ri' -_. Scale: 0.5612 U l', JOB NAME : BROWNSTONE AT THE CROSSING - G GIRD T Yl1 yzr WARNINGS: GENERAL NOTES,unless otherwise noted: I 1- 1. Budder and erection contractor shouki 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 budding designer,not the Truss: G GIRD 2 0x4 compression web bracing must be installed where shown it. buss 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 lateral a1 f n - DES. BY: LA stabifity bracing most be designed o.c.and at 10'o.c.respectively unless braced throughout their length by ned 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. 3.21 Impact bridging or lateral bracing required where shown•• J��\��/JyA� 4. No load shouki be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 15 'PIN"- V jrsTE'Xs r SEQ. : 519258 8 fasteners are complete and at no time should any loads greater than S.Design assumes Trusses are to be used in a non-corrosive environment. , 4 design loads be applied to any component. and are for"dry condition'of use. • TRANS ID: 3398 4 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 ZONAL necessary. 5 WI fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. J G AWL 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 EXPIRES(I IIII I III IIIII IIIII IIIII IIIII IIIII III(III TPIANTCA in BCSI,copies of which will be furnished upon request. Digits coincide with joint center inr nche. iK�AES 2 9.Digits oincide size of joint plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)E 0.For basic connector plate design values see ESR-2529(CompuTrus) ITIWININI and/or ESR-1311,ESR-1888(MiTek). RF:xmL A3 © 0 D 0 _ UN _..., 0 RECEIVED UV�J -- FEB 2 9 2012 I :ti . CITY OF TIGAR D 1 . BUILDING DIVISION Second Floor Units I • I ' 1,r .• ! t 4 UNIT STATISTICS . , i fi I !' __ - C 19/0,. [ NITTYPES' DESCRIPTION TOTAL ►I f F '7 A 1 BR 1 8 0 788 GSF.103 Net Saleable 14 c, l �;I•-L . 5$ SS o ` . �.qr B-1 291,2.2 8 0 1053 GSF,991 Nel Saleable 14 ii;tr{a, _ Vilitll. NI�riiiY �o�mr ,ism `,� .27, B-2 '2BR.2so1188GSE,,1111NetSaleable 14 ._ 41,,I.i�ul 11 `. ® able t C 28 t B 920 GSF,880 Net Sale . _ — �._ may,✓ TOTAL' 43 Y c ."L1 s � _ 2.,t ! o ' ! 9(9410 ill •[9398,E PARKING STATISTICS i 1 V\ I�� A 9470 sl04581 0[9404 4 0 E 3i -.� `` PARKING TYPES (TOTAL If ._ ! AG '-. 4 INTEGRAL GARAGES .___. 1 45 OPEN STALLS 30. SUBTOTAL, 75 r ., 1.741D.U. sL ,,ti" i _ t 18 I , GUEST APRON STALLS �� /top TOTAL 93 l I ' vr � ' I L all,llu0 _ 5�c z.7i/1?�111 \ t 1 1 = ! 8 -) 0L'424 r 0 J 9332„� ' ,`,. \ • ! ) mu- O[ 382 q = ,: to 1 EXISTING I ` r l i. LCNCSTAFF R0, 1.--;.-- /1 11388 �+I 9354 ®[9338 ®I 9320 �� ; �' I 1 EASEMENT I ~" • i 1 _ ... r PROPERTY LINE 1 1 �i, p;� � j ---• (� ., �- ,/. N ® taye ��rJ �' SITE PLAN j ,� --'IA N l'.� -� a_1 s-2008 I 4 ,� 1'-40-0' 119...1(2.1" '��..._ l 5 Of !7 _. , • 1 1 4 RECEIVED litA ., FEB 29 2012 CITY OF TIGARD Milbrandt Archilects • • BUILDING DIVISION 25 EentralWay, Ste 2 10 Kirkland,Wash Paton 98033 F 825.454 7130 r 425 651 1701 111111rmilbraodterrF okra all AA, ... wic.42:4G 4--, DA9.1ED LINE INDICATES EXTENT ....... 11.:12 imirs cv RED PANTED CURB NTH il,KIRKLAND,W MATE LETTERED NO PARKING. 17 s `, STCRIMATER VAULT-\ .... STENCIL AT 50'INTERVALS e 1 \ ' ....- 1111".. ( K- ,.. , %a.. \:.._ \ • ■ a. 1 ..--- ‘ BIL'YCLE A . 1 .,IlliI•1IIIIII1NL..o4,..'*' 8 PARKING STALLS Fl .';.' , 1 ,,■.!'"',...'Telfreag g•1■•■-•=1111==,■.■• 10 1 1- Zoning 1 20 T % 4 A//7I•7/5 4 ' ''''4 4 4, 4 4 4 -v- YARD . 7,././ /,,,";••• " '';,57/ Aff,,,5"//••• , 1 1 SE1BACK I , .- 10 PARKING STALLS I i T. 1 I /K.,ir AT 11.55o11.5 t Hiwa i YARD 6.Z K ' IIIII MUE-1 Zoring _ SE TRACK AND NVIII Stae ghy 212 E LANDSCAPE BUFFER C R.12 Zoning -\.. ,Lpgh MI_..., kr s iv I 't"..""174NiN 2 PARNNG STALLS I t a 4(.6..) .________if ;1115111; - 011111111114 ,!,,,p ,j i . 1,01LcAli '<Mho 'T-- '''-A-, /1 9 PAR■ONG STAUS 1 i i ME 3,11_14 MN 1 ibl . .. ,411, .„ \ • y 10 SIDE MD IIM 11 ASPHALT RANK ..5 ''' ,... SOUND ia441. . SETBACK AND C LANDSCAPE BUFEER C 113i • 10'SIDE CI l', - 7. R.12 Zoneg 0=11 ,//‘ YARD,. SETBACK E. g El 11611110). ,.. CD 'j This lite plan is a revision to the — 7.01/ •-.#1 ..,, :la work indicated in previous E ri CI) sutrnittals and reviewed irides .09%.4.04ff •I I 4 1• 'or' • •, s- Crty of Tigard 5DR 2005-00011 1 WI ..... ... tO.I.C21 11101.• I....•"''''eatilligi ••• • NW. 0,0194•••••• A••44,449, 5 and subsequent site plan Keamendy Ment‘ tilitrWhrk pi 4,••••• ,,,,,,,Y.; ••••••••••••••••4 •t. ■•...'.•.•.',. ,,,, % ;1;14i./••••••••••••• •.•V'e.,I!'.4.•.•.4.-.• ; .. 4 t . Site Plan ,A Uuslang Bulldogs i ,01.:- S. •••eli,,',•11r.. 'AR•go,• .1Y..'.'...•„*..... ... .. 00144110. • 4,• •••••••••••••••••• ":„....',;,.......•,......,..........., .....'s T=40' Ei ApprIcable tit/kings ...•••••••••••V••'•• • Ap• ••••••••4.41!••••••rva:+1;•;•.......... , , . ..r... ••••• .•••••••••4,4.4 AV •••••••••••••••.4, •.•.•.•,-. .,.z .,..„....... . . . .......,.:,...... 0) •••• •••••Nr• • •••••<-■••■1.":•.*.*.*.*.*.•.'-'.*.*.*:.'.•.*.*:.*.'-'.-.'.• .• • . .••• •••••• C ■ VI:0•••4* to, ••• •.,.•„•.•414 4. In C ADHERE A B MTH PRECAST CONCRETE •.•.:•••:••:••.•.•/.:-..:*:•:•:•:•:•:•:•:•:•:•............3/1904Na•••••••••••••••••••••••••••••••....... ..... 0 CONSRUCTON WHEEL STAND NTH .074**•.5;*• • ••..o.. • . Of VW )• g o. 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