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Plans _t -$U P 20 la- cr-v-o 37 17-101!? 25-0' 7'-8 VT ± 101 RECEIVED • • CGE EEE . JUN 05 2012 C� C GIP(2 CITY OF TIGARD E2(5) BUILDING DIVISION 20-101!? e ti , N-2114', r , a AO E3(4) -4 --.. / m 8.1 i ci, FGEI__ FGIRD - !I 0 4 F2(5) `, k. g � � 1I • g F i d F3(2) D CZ '''' - ( F4(3) I Di (2) D F DRAG v N 7 13'-3' cl \ rl I a 29-0' f a O N r O op rn m vl VJ 1 ? a N m 1 or Kt / Ir 1, 1 .i n 1 op ®Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS JT SMTH 05/23/12 TRUSS CALCOULATIONS AND ENGINEERED STRUCTURAL MI PROJECT TITLE REVISION-1: DRAWINGS INFOR ATION ALL BUI FURTHER Pacifi ,Lumber INFORMATION.BUILDING JT SMITH-BROWNSTONE DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN DRAWN BY. REVISION-2 TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO & TRUSS BROWNSTONE AT E� �3SSING / BLDG 8 REVIE 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. CompuTrus. 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.Ak ��t;O PROS r , O 44 0 Cep s 'C!�'L, • � OREGON m _ _J Oc�ER 3' O �e F?. C SJCW^L. r7-771177-7771771 EXPIRES 6/10/13 1 I 11,11 is 1 LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0' TC: 2x4 DF M18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF S16BTR SPACED 24.0' O.C. TC LATERAL SUPPORT O= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN1B (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 T I T 12 6.00 M 3x4 6.00 - '11llIIl1IIIIIIIIII1l� 4 of ae Or 6 CD M-3x6(S) M-2.5x4 M-2.5x4 y y Jr 7-10-03 15-01-13 Jr y l Jr 1-04-08 23-00 1-04-08 JOB NAME : BROWNSTONE AT THE CROSSING - AGE Scale: 0.3559 N. NS JOH ��REOPROFFss� 4 WARNINGS: GENERAL NOTES,unless otherwise noted: , r O (j �G1N`v�• O� 1.Budder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review : I �� it �I 1 Truss: AGE and Warnings before construction commences. and approval is the responsibility of the budding designer,not the + 0 Q' 1 • 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer `_ '� 1 3.All lateral force resisting elements such as temporary and pennenent 2.Design assumes the top and bottom chords to be laterally braced at •� T`J Vs • DES. BY: LA stability bracing must be designed by designer of complete structure. 7 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). p `, DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown+• / UP. 0 ``� 0, SEQ. : 51925 61 4. No bad should be appled to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor, r!,7 ✓G fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, 2 design beds be applied to any component, and are for"dry condition'of use. A�j,�24243 Q (7 26., U TRANS ID: 33 9 8 45 5.CompuTrus has no control over and assumes no responsiGlry for the 6.Design assumes umes full bearing at aM supports shown.Shim or wedge if 1O k 511:64, 9�j �� fabrication.handling,shipment and installation of components. necessary. ^ �Ci 7.Design assumes adequate drainage is provided. I%rCV3 A JON•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 SYONA Si23// III 1111 11 I I III'III I II TPI/WTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 'q/ r ( ) 9 Digits indicate size of plate in inch.. (CompuTrus) S " L 6130113 CompuTrus,Inc.Software 7.6.2 1 L-E 10.For basic connector late desi n values see ESR-2529 Co EXPIRES — -- and/or ESR-1311.ESR-1988(MiTek). Es 1 4 `3 II I III a ti This design prepared from compu,er input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 118,BTR LOAD DURATION INCREASE = 1.15 1- 2=) -50) 39 2. 8=1.502) 1422 3- 8=(.329) 206 _ BC: 2x4 OF N1SBTR SPACED 24.0' O.C. 2- 3=(-1689) 641 B- 9=(-343) 942 6- 4=) -91) 576 WEBS: 2x4 DF 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 BRG 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' -166/ 1100V -139/ 139H 5.50' 1.76 DF ( 625) M,M20HS,M1BHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 23'- 0.0" -166/ 1100V -139/ 139H 5.50" 1.76 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007" @ -1'- 4.5' Allowed = 0.138" MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183" MAX LL DEFL = -0.054" @ 15'. 1.8" Allowed = 1.104" MAX TL CREEP DEFL = -0.113' @ 15'- 1.8' Allowed = 1.472" MAX LL DEFL = 0.007' @ 24'- 4.5' Allowed = 0.138" MAX TL DEFL = 0.007' @ 24'- 4.5' Allowed = 0.183' MAX HORIZ. LL DEFL = 0.022' @ 22'- 6.5' 11-06 11-06 MAX HORIZ. TL DEFL = 0,035' @ 22'- 6.5' T - -1' T Design conforms to main windforce-resisting 6-00-04 5-05-12 5-05-12 6-00-04 system and components and cladding criteria. T 1' T ' T Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, 12 M-4X6 12 Enclosed, Cat.2, Exp.B, MWFRS, 6.00 Q 6.00 interior zone, load duration factor=l.6 4.0' 4 .F-,( llti ii-1.5x4 M-1.5x4 �¢�p PRprF� _ ` s. /4/ (4.,.GINFF 2 m ° ` ORION ° M-4x4 0'25 M-2.5x4 =M-4x4 ° 9 )'?6' `U• M-5x6(S) G/0A; Jdt�',r?7%?3/rte I L L y 7-10-03 7-03-11 7-10-03 EXPIRES 613011 . 1 l > 1' 1-04-08 23-00 1-04-08 J o1� N - Al �ti� PWlo . JOB NAME : BROWNSTONE AT THE CROSSING Scale: 0.2619 V ,Y Si 2= WARNINGS: GENERAL NOTES,unless otherwise noted. t '+..; 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: A 1 and Warnings before construction commences. and approval is the responsibifty of the building designer,not the 2.2x4 compression web bracing must be installed where shown 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 and permanent 1 1, , DES. BY: LA stabiF bracing must be designed by designer of complete structure. 2' c.and at 10'o.c.respectively unless braced throughout their length by h 9 9 Y 5 a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2424:1 4- DATE: 5/23/2012 CompuTrus assumes no responsibifty for such bracing. 3.2x Impact bridging or lateral bracing required where shown•• 1. C/� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. O C JisT50:46 SE Q. : 5192562 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 t "`1 ��.7(-�,`•design loads be applied to any component. and are for"dry condition"of use TRANSID: 3 3984 5 a.CompuTrus has no control over and assumes no responsiddly for the 6. Design assumes full bearing at all supports shown.Shim or wedge if 'S1ONAL • fabrication,handling,shipment and installation of components. signary. [ /� / 7. Design assumes adequate drainage is truss,a r j �• 8.This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss,antl placed so their center III I I I I I I II I I I I I II TPI/WTCA in SCSI,copies of which will be furnished upon request. Dies coincide with joint center Imes. 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 E5R-2529(CompuTrus) and/or ESR-1311,ESR-19813(MiTek). IIII III This design prepared from computer input by - r I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 1.12=(•1004) 828 1- 9=(-B55) 1376 3- 9=(-229) 348 _ 2x6 OF SS T1 SPACED 24.0' O.C. 1- 3=(-1632) 987 9-10=(-537) 1012 9- 4=(-244) 454 BC: 2x4 DF #16BTR 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'OC. UON. TOTAL LOAD = 42.0 PSF 6. 7=( -50) 39 NOTE: 2x4 BRACING AT 24 OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL TOP CHORD AREAS NOT SHEATHED $ LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VENT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -690/ 391V -252/ 3D9H 143.50' 0,63 DF ( 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 OF ( 625) 34'- 6.0' -240/ 1111V •2361 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 members (uon). Refer to CompuTrus gable end detail for MAX LL DEFL = 0.057' @ 19'- 4.2' Allowed = 1.104' Connector plate prefix designators: complete specifications. MAX TL CREEP DEFL = -0.106' @ 26'- 7.8' Allowed = 1.472' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.007' @ 35'- 10.5' Allowed = 0.138' M,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' ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.036' @ 34'- 0.5' Design conforms to main windforce-resisting system and components and cladding criteria. 1-04-08 34-06 ,. ,- T 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, T interior zone, load duration factor=1,6 18-07-08 5-09 5-05-12 6-00-04 1' . l' l' T 12 =M-4X4+ 12 6.00 1/ '1 6.00 M-5x6 M-3x4+(s) I, � :0 PROF:: 1/11A11111111111111111■• c) c,M-3x6(S) .c? •_ GINE- S'C.) ,� M 1.5x4 F' /111111111111111111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIL m ��R N � r o M-3x4 B 9 V- 0.25" M-2105x4 =M-4x4 c oil J0\-\' 5 23/!Z M-3x4+ M-5x6(S) y y y y EXPRES 6 30113 19-04-03 7-03-11 7-10-03 ; y ), y 1-04-08 34-06 1-04-08 c P.3 14 •, - Scale: 0.1900 W f`r• JOB NAME : BROWNSTONE AT THE CROSSING - B GE 44 *�.3 , .it. ,0� WARNINGS: GENERAL NOTES,unless otherwise noted: �� x - 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: B GE and approval is the responsibit of the budding designer,not the ` and Warnings before construction commences. ry n9 9 . 1 .. 2.2x4 compression web bracing must be installed where shown+. truss n assumes 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 t-•J_r DES. BY. LA stabrl bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respechvely unless braced throughout their length by - y g m g y goer p continuous sheathing such as plywood sheathing(TC)and/or drywalf(BC). i. 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown.. • (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. ' rs'r '8. '• SE Q. : 5192563 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, �A ''--'� design loads be applied to any component and are for"dry condition'of use. -Ay'n[ �1 TRANS ID: 3398 45 5. CompuTrus has no control over and assumes no responsibilty for the 6. Design assumes full bearing at all supports shown.Shim or wedge if J"htAL necessary. fabrication.is handling,furnished shipment subject ao the io of components.t forth 8.Plates assumes be el adequate a ate both drainage e is of truss.a 6.This design is furnished suDJect to the limitations set forth by 8. Plates shall be located on Doth faces of truss,and placed so their center IIII I 'IIII III I I II I IIII TPIANICA in SCSI copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate in inches. I=El WU Iggilliiii. CompuTrus,Inc.Software 7.6.2(1 L)-Z to.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1988(MiTek). II III y 1 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 M18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2-10=(-725) 2380 3.10=(-258) 143 BC: 2x4 DF M18BTR SPACED 24.0' 0.C. 2- 3=(-2786) 902 10.11=(-632) 2009 10- 4=( 0) 476 WEBS: 2x4 DF STAND 3- 4=(-2549) 736 11-12=(-632) 2009 4.71=(-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- 6=(-1813) 600 11- 6=(-683) 222 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 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,CN1B (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -233/ 1644V -196/ 196H 5.50' 2.63 DF ( 625) 34'- 6.0' -233/ 1644V -196/ 196H 5.50' 2.63 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.139' @ 17'- 3.0' Allowed = 1,679' MAX TL CREEP DEFL = -0.280' @ 17'- 3.0' Allowed = 2.239' MAX LL DEFL = 0.007' @ 35'- 10.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ 35'- 10.5' Allowed = 0.183' MAX HORIZ, LL DEFL = 0.060' @ 34'- 0.5' MAX HORIZ. IL DEFL = 0.094' @ 34'- 0.5" 17-03 17-03 f f f Design conforms to main windforce-resisting 6-01-05 5-06-13 5-06-13 5-06-13 5-06-13 6-01-05 system and components and cladding criteria. '( T 1' T T T ' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Exp.B, MWFRS, 6.00 M-4x6 - 6.00 interior zone, load duration factor=1.6 4.0' 5 4-A( M-5x6(S) '� M-5x6(S) 0.25' 0.25" a,v PROFES M-1.5x4 M-1.5x4 <� A c'` -iir/A66 i v OR Nq, • co co d.F, 4'2 6.ti�' `C) ." - : o Lie -c to sa 12 �~ J O CD /M-3x8 M-2.5x4 0.25' M-2.5x4 M-3x8 0 - A- \ 5/2302.: M-5x8(5) 1, y k y y EXPIRES 6/3011 8-10-12 8-04-04 8-04-04 8-10-12 y y y 1-04-08 34-06 1-04-08 " ' .. p,��xN,, • �� ,. JOB NAME : BROWNSTONE AT THE CROSSING - 61 Scale: 0.1900 7- ��i.,� • 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 v ,.. Truss: B1 and Warnings before construction commences. and approval is the responsibility of the buikling designer,not the 2 1j truss designer or truss engineer. 'p 2.2x4 compression web bracing must be installed where shown, 9n gine / 2. Design assumes the top and bottom chords to be laferalty braced at .j 3.All lateral force resisting elements such as temporary and permanent 1 f.- DES. BY: LA stabil bracing must be designed b 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 sheathing(TC)and/or drywall(BC). v. n 2424'3 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown•• T 4.No load should be applied to any component unlit atter all bracing and 4. Installation of truss is the responsibility of the respective contractor. f,,,,,�. SEQ. : 51925 64 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) s design loads be applied to any component. and are for"dry condition"of use. TRANSID: 339845 5.CompuTrus has no control over and assumes no responsibkty for the 6. Design assumes full bearing at all supports shown.Shim or wedge if JONAL necessary. fabrication,handing,shipment and installation of components. 7. Design assumes adequate drainage is provided. �� 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 III III I III III I I I I II TPINJICA in BCSI,copies of which will be furnished upon request. tines coincide with joint centerlines_ _ 9. Digits indicate size of plate in � � CompuTrus,Inc.Software 7.6.2(1 L)-E 10 For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). III III This design prepared from comput'er input by 1 ■ PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1,00 TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 9=(-732) 2381 3- 9=(-258) 143 BC: 2x4 DF #18BTR SPACED 24.0' O.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 TC 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) 17B OVERHANGS: 16.5" 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ** 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 SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -234/ 1648V -196/ 182H 5.50' 2.64 DF ( 625) M,M2DHS,MIBHS,M16 = Milek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 6.0' -199/ 1556V -196/ 182H 5.50' 2,49 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007' @ -1'- 4,5" Allowed = 0.138' MAX IL DEFL = 0,007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.139' @ 17'- 3.0' Allowed = 1.679' MAX TL CREEP DEFL = -0.260' @ 17'- 3.0' Allowed = 2.239' MAX HORIZ. LL DEFL = 0.060' @ 34'- 0.5' MAX HORIZ. TL DEFL = 0.094' @ 34'- 0.5' Design conforms to main windforce-resisting 17-03 17-03 system and components and cladding criteria. 6-01-05 5-06-13 5-06-13 5-06-13 5-06-13 6-01-05 Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, T f T T T T T Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 12 12 6.00 I./ M-4x6 1 6.00 4.0• 5 -(--r M-5x6(5) 0,25" M-2.5x4 �,,?' PR. CJs/.' M-1.5x4 M 1.5x4 0 ��GiNEF. • rr w" l� cr ,k/1.1,9 1 ! 11.N � o 9 10 1 11 •'B L/O ��7:, o -1M-3x8 M-2.5x4 0.25" M-2.5x4 M-3x8 •4. JON' •M-5x8(S) %'ZS//� I. y -,I, y y EXPIRES 613011 8-10-12 8.04-04 8-04-04 8-10-12 1-04-08 34-06 - �,30f�N ., . J~� W r` 1 . JOB NAME : BROWNSTONE AT THE CROSSING - B2 $ ._ '�U�� ■Scale: 0,1994 WARNINGS: GENERAL NOTES,unless otherwise noted 0 "s x 1.Budder and erection contractor should be advised of all General Notes 1.This truss design Is adequate for the design parameters shown.Review t` Truss: B2 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. v./ .• 2. Design assumes the lop and bottom chords to be laterally braced at y 3.All lateral force resisting elements such as temporary and permanent /�., DES. BY: LA stability bracing must be designed by designer of complete structure. 2 o.c.and at 10'o.c.respectively unless braced throughout their length by • h 9 9n Y 9 p continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). 24243-, 4 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown.. SEIi. 5192565 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 �,�"! -� 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. 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 �ONAI. ' fabrication,handling,shipment and installation of components. 7necessary. ( '2 � ,, ., .Design assumes adequate both face is truss.a 8.This design is furnished subject to the limitations set forth by B.Plates shell be located on DoM fates of truss.and placed so their center III I I I I I I II I' I I I I II TPI/VYTCA in BCSI,copies of which vnll be furnished upon request. hoes coincide with joint center tries. I:=nffinlINIINIM 9. Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1988(MiTek). II II Y 1 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 OF M1SBTR LOAD DURATION INCREASE = 1.15 1- 2=(-2791) 953 1- 8=(-782) 2385 2- 8=(-261) 170 BC: 2x4 OF M16BTR SPACED 24.0' O.C. 2- 3=(-2553) 778 8- 9=(-654) 2012 8- 3=( -14) 479 - WEBS: 2x4 OF STAND 3- 4=(-1814) 617 9.10=(-654) 2012 3- 9=(-684) 231 LOADING 4- 5=(-1814) 617 10- 7=(-782) 2386 9- 4=(-242) 1245 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2553) 778 9- 5=(-684) 231 BC LATERAL SUPPORT <= 12•OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2791) 953 5.10=( -14) 479 TOTAL LOAD = 42.0 PSF 10- 6=(-251) 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 BAG AREA C Connector (or no ref ix CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) P ) = 0'- 0.0' -200/ 1556V -182/ 182H 5.50' 2.49 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 6.0' -200/ 1556V -162/ 182H 5.50' 2.49 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.139' @ 17'- 3.0' Allowed = 1.679' MAX IL CREEP DEFL = -0.281' @ 17'- 3.0' Allowed = 2,239' MAX HORIZ. LL DEFL = 0.060' @ 34'- 0.5' MAX HORIZ. TL DEFL = 0.094' @ 34'- 0.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 17-03 17.03 Enclosed, Cat.2, Exp.B, !MFRS, interior zone, load duration factor=1.6 6.01-05 5-06-13 5-06-13 5-06-13 5-06-13 6-01-05 12 12 6.00 M-4x8 = 6.00 4.0' 4 F+( teliiiii 3.1 M-2.5x4 M-2.5x4 \C*.-.4. PROF �5 . G1NFc�, Ok, M-1,5x4 \ M-1.5x4 4, 4, ' li \ .- OR'i.N q, CO G tb 0 c. 26. U o 1.. e 90.2 10 .q CD a,QGto JONN�,` o M-3x8 M-2.5x4 M-2.5x4 M-3x8 5i9/1a M-5x8(S) y y y y 1 EXPIRES 6/30/1 8-10-12 8-04-04 8-04-04 8-10-12 y y 34-06 �9 N JONN �� 1 JOB NAME : BROWNSTONE AT THE CROSSING - B3 884le: 0,1985 �T .ft, >•a� = WARNINGS: GENERAL NOTES,unless otherwise noted: �'}' n '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 -/ I B3 and approval is the res nsibifi of the building designer,not the Truss: B° and Warnings before construction commences. eo. r. 9 9 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 01 DES. BY: LA stability bracing must be designed by designer of compete structure. 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�24243 , 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. nC• r C" SEQ. : 51925 66 fasteners are complete and at no rime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �O r v" design loads be applied to any component. and are for'dry condition"of use. 5 TRANS ID: 33 9 845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it 10NA]-, necessary. r �///^� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 7 7 1 G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed an their center /2, II I I I I•I I I III I I I I II TPIIWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint ate inrnche. 11V1RES 2 r 9.Digits indicate size of t 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-19x8(MiTek). u 1111 LUMBER SPECIFICATIONS TRUSS SPAN 36'- 5.5' TC: 2x4 DF M188TR LOAD DURATION INCREASE = 1.15 [COND. 2: 2325.00 LBS DRAG LOAD. 1 BC: 2x4 DF 8188TR SPACED 24.0' O.C, - WEBS: 2x4 DF STAND; 2x4 DF M18BTR A LOADING Note: Design assumes uniform loading of LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF drag load across entire to chord. Connection TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF to roof diaphragm and Shear wall by Others. BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous vertical members (uOn). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. bearing wall for entire span UON. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series Web braces shown (+) may be applied to either side of web at location shown. 14-10 4-00 17-07-08 7-05 7-05 4-00 5-11-01 5-11-01 5-09-05 I' T '1 T 1' T T 12 6.00 V +2x4 web brace required. Laterally brace to roof diaphragm. M-5x6 M-3x8 M-3x6 M-1.5x4 a 5 6 7 1.111.1 elle 11 M-1.5x4 M-3x8 M-5x6 / \ 0 +@ + +I + +I +B A o o Cf A 0 m hilih.= ■& . \,, 8 9 10 0.25.11 12 13 14 M-1.5x4 M-3x6 M-1.5x4 M-3x6 M-3x6 M-5x8(S) M-3x6 y 1' y .1 y y 1' 7-05 7-01-08 4-05-04 5-09-05 5-07-09 6-00-13 y ..i• 36-05-08 �`��P ROFF�' JOB NAME : BROWNSTONE AT THE CROSSING - B DRAG Scale: 0.2353 �NY 'N` � p,%pl 4. 1 ' .A WARNINGS: GENERAL NOTES,unless otherwise noted: 11 •i►,r s 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review f_ ' �, ' ' Truss: B D RAG and Warnings before construction commences, and approval is the responsibility of the building designer.not the v/ x truss designer or truss engineer. '' OR r co 2.2x4 compression web bracing must be installed where shown i. i. `Jll ''��2. Design assumes the top and bottom chords to be laterally braced at 3.An lateral force resisting elements such as temporary and permanent VG DES. BY: LA stabili bracin must be desi ned D des ner of complete structure. 2 o.c.and at 10'o.c.respectively unless braced throughout their length by 9�N 9 9 Y continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). t ..:. • DATE: 5/23/2012 CompuTrus assumes no responsidfity for such bracing. 3.Sc Impact bridging or lateral bracing required where shown.. r et. O114/1-1 4)-26.1 `V 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. C.\ SEQ. : 5192567 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, _`J design bads be spilled to any component. nd are br"dry condition"of use. 24243 A O�� TRANSID: 339845 5.CompuTrus has no control over and assumes no respons D l y for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 10 � +ss.v�Q'� 5// //2, sign a necessary. 1J 1 L�� fabriwaon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. e.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 SIONAL EXPIRES 6/30111 III I I I I I I II111,11 II III TPIlvYTCA in SCSI,copies of which wit be furnished upon request. lines cnindde with Joint center lines. r 9.Digits indicate size of plate in inches. r.://. (i ; � CompuTrus,Inc.Software 7.6.2(1 L)-E 10.and/or ESR-131t,EPRt195B(MiTek)es see ESR-2529(CompuTrus) 11XMREs liE 1 II . LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5' TC: 2x4 DF #168TR 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 UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus Qable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 6.00 1/AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0 N O or Inico o iiiiiiii/UV iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiAm �ZS 0p PROPS. M-2.5x4 �GiNFF, °2 4, a A cr 1�' „a i 0”). cb G‹) Z.. G,y y O 1-04-08 7-08-08 A- J'-' Sivhz EXPIRES 6/30/1 . JOB NAME : BROWNSTONE AT THE CROSSING - C GE Scale: 0.6489 a�11j �� '� vo WARNINGS: GENERAL NOTES,unless otherwise noted: �`/r- x 1.Builder and erection contractor should be advised of a1 General Notes 1.This truss design is adequate for the design parameters shown.Review F •V} ' Truss: C GE and Warnings before construction commences. and approval is the responsibility of the budding designer,not the 2.2a4 compression web bracing must be installed where shown Y. truss designer or truss engineer. " 2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent f'l I") DES. BY: LA stability bracing must be designed by designer of complete structure. 2'c.c.and at 10'on.respectively unless braced throughout their length by continuous sheathing such as bracing required ng(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2.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. �.vsp SEQ. : 51925 68 fasteners are complete and at no lime should any bads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, O ��J' `' design bads be applied to any component. and are for"dry condition"of use. TRANSID: 339 84 5 5.CompuTrus has no control over and assumes no responsibilty for the e.Design assumes full bearing at all supports shown.Shim or wedge it SfONAL necessary. ,_ fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5'r1�!/Z 6.This design is furnished subject to the limitations set forth by B. Plates shall be located an both faces of truss,and placed so their center - - / II II I I I I IIII III III I ill TPI/WTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. EXPIRES ( 3 9. Digits indicate size of pate 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 I II This design prepared from computer input by - 1 PACIFIC LUMBER-BC e LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.O0 IC: 2x4 DF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( -50) 39 2.4=(-101) 88 3-4=(-234) 195 BC: 2x4 DF N18BTR SPACED 24.0' O.C. 2-3=(-148) 232 - WEBS: 2x4 DF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. 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 DF ( 625) OVERHANGS: 16.5' 0.0' 7'- 8.5' -41/ 309V -103/ 131H 3.50' 0.49 OF ( 625) 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=L/1BO C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.007' @ -1'• 4.5' Allowed = 0.138'MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' 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 = -0.385' @ 3'- 11.9' Allowed = 0.768' 7-08-08 f 1' MAX HORIZ. LL DEFL = 0.001' @ 0'- 5,5' 12 MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' 6,00� M-1.5x4 This truss does not include any time dependent -1 deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the I< 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 I.- 0 N O 4. co �4�0 PR. S,' M-2.5x4 M-1.5x4 A s G °-Q 4 26. ,`U y y y L��A. JOHA 5/1VIz 1-04-08 7-08-08 EXPIRES 6/3011 30.I ...v. w r, JOB NAME : BROWNSTONE AT THE CROSSING - Cl Scale: 0.5489 ��' a�� , r °� WARNINGS: GENERAL NOTES,unless otherwise noted- f 7 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review iV- Truss: C 1 and Warnings before construction commences. and approval is the responsitbty of the building designer,not the 2.2x4 compression web bracing must be installed where shown.. truss designer or truss engineer. / 3.All lateral force resisting elements such as temporary and permanent 2 Design assumes the top and bottom chords to be laterally braced at .�/ . 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 o n (T f�(� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. rC''TF it. xt t�( (5(j' SEQ. : 5192569 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 0l+ `_ design loads 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 all supports shown.Shim or wedge it TONAL necessary. //�/ - .: fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 II II I il I III III I I I I 1 II' TPIN EXPIRES VTCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. n. ' 9. Digits indicate size of plate in inches. IRES {r s r CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). II II This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF N18BTR LOAD DURATION INCREASE = 1.15 1.2o( -50) 39 2.5=) -34) 437 5-3=) -69) 251 BC: 2x4 DF #18BTR SPACED 24.0' D.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 #168TR A LOADING LL( 25.0)vDL( 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'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -93/ 595V -41/ 142H 5,50" 0.95 DF ( 625) OVERHANGS: 16.5' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.0' -44/ 135V -1171 129H 67,00" 0.22 OF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 13'- 0.0" -82/ 461V -12B/ 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=L1240, TL=L1180 Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.007' @ -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,CN1B (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 6-11 6-01 MAX HORIZ. LL DEFL = 0.004' @ 12'- 8.5" 1' "f I MAX HORIZ. TL DEFL = 0.007' @ 12'- 8.5' 12 Design conforms to main windforce-resisting 6,00� M-1.5x4 system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Y Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 • M-2°5x4 yam♦ 0 o EO PROr-E. .A<� OS, o . . . . , . . OR. N ° M-2.5x4 M-3x6 6 M-47x6 �9r�G<1'26 .b'43 `U�' ,1 y , Provide Full Continuous Bearing 7''v/o4. JO\'t' •- -41 r te 6-09-04 0-10-12 5-04 y y 1.-. SI S 613011 . 1-04.08 13-00 �ti� W ,. p JOB NAME : BROWNSTONE AT THE CROSSING - C2 : 1 .11'.. , , • Scale: 0.3516 U WARNINGS: GENERAL NOTES,unless otherwise noted 3: 7. • 1.Builder and erection contractor should be advised of all General Notes 1.Tins truss design is adequate for the design parameters shown.Review j Truss: C2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.204 compression web bracing must be installed where shown+ 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 `^�/ _- 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 9 Y 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2a Impact bridging or lateral bracing required where shown++ ph 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. % 1P03r5 , v 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. - TRANS ID: 3 3984 5 5.CompuTrus has no control over and assumes no responsibity for the 6. Design assumes full bearing at all supports shown.Shim or wedge if 'SIGNAL. necessary. • fabrication,handling,shipment and installation of components. 7. Design assumes adequate drainage is provided. LL 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 III I I I I I I II I II II II TPIPMCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. - E%MRCS 2 / 3 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1989(MiTek). 11111111111 • ' This design prepared from computgr 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 #16BTR 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 #1&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 v= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -690/ 4998V -139/ 218H 5.50' 8.00 DF ( 625) Connector plate prefix designators: 12'- 10.5' •673/ 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 T '( 1' '1' system and components and cladding criteria. 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 6.001/ M-1.5x4 -, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 i M-5x6 10 0 01 M-3x8 ° co wollA \-tG G7 r Or--,c-,- M5x10 i(l'?..4(‘ �0 � o _ i IMF _ ao 1 1 1 1►_ 6 CD M-3x8 M-5x8 M-7x8 G c ' • ° ' 4)"26., C • L�°A. ,- 4-09-05 3-09-01 4-04-01 YofR6130113•y y , - 12-10-08 WEDGE REQUIRED AT HEEL(S), JOB NAME : BROWNSTONE AT THE CROSSING - C GIRD Scale: 0.3475 4117 �‘ . U WARNINGS: GENERAL NOTES,unless otherwise noted- n \ -y.. 1.Builder and erection contractor should be advised of at General Notes 1. This truss design is adequate for the design parameters shown.Review - ; V' Truss: C GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the -.,y• 2.2x4 compression we 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.respectivety 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 4 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown* SEQ. : 51925 71 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. % Cr"rsTER- fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, " desgn loads be applied to any component. and ere for°dry condition'of use. C TRANS ID: 339845 5.CompuT us has no control over and assumes no responsibility for the 6 Design assumes ull Dearing at all suppo s shown.Shim or wedge if "SIGNAL F necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. � 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 l � � II II I I I I I I II I III I II TPINYTCA in BCSI.copies of which vnll 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-1311,ESR-1998(MiTek). II III • . This design prepared from computer input by - PACIFIC LUMBER-BC ` LUMBER SPECIFICATIONS TRUSS SPAN 13'• 3.0' IRC 2009 MAX MEMBER FORCES 4NR/GDF/Cq=1.00 TC: 2x4 DF f16BTR LOAD DURATION INCREASE = 1.15 1-2=( -50) 39 2.5=(-129) 575 5-3=( 0) 309 BC: 2x4 OF /ISBTR SPACED 24.0' 0.C. 2-3=(-732) 459 5-6=(-131) 571 3-6=("666) 211 - WEBS: 2x4 DF STAND; 3-4=(-214) 243 6-4=(-162) 95 2x4 DF N16BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -114/ 661V -158/ 227H 5.50' 1.06 DF ( 625) OVERHANGS: 16.5' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 3.0' -76/ 549V -158/ 227H 3.50' 0.88 OF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1160 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.007' M •1'• L/5' Allowed = 0.138' M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE 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' 12 MAX HORIZ. LL DEFL = D.005' @ 12'- 11.5' 6.001/ M-1.5x4 MAX HORIZ. TL DEFL = 0.009' @ 12'- 11.5' Design conforms to main windforce-resisting 1 system and components and cladding criteria.ozo 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-2.5x4 co � 61,51 - PROF- ° �� .. Iuuuuuuttz OR(tON q, ° M-2.5x4 M-1.5x4 M-2.5x4 v 0 '•GZ)'26.\�'�,`02' •y y y L4QA. J0t.N 5/27/2 6-10-12 6-04-04 y ), y EXPIRES 613011 1-04-08 13-03 �� t' .i�N�1t�• JOB NAME : BROWNSTONE AT THE CROSSING - D1 Scale: 0.3801 41 ,v�� .,pO� • WARNlNGS: GENERAL NOTES,unless otherwise noted: ( '"s �- 1.Builder and erection contractor should be advised of a1 General Notes 1.This truss design is adequate for the design parameters shown.Review j i Truss: D1 and Warnings before construction commences. and approval is the responsibiity of the building designer,not the • 2.2a4 compression web bracing must be installed where shown t. 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' /._. DES. BY: LA stabii bracing must be designed by designer of complete structure. 2'o.c.and at 1 D'o.c,respectively unless braced throughout their length by ty 9 �9 5 W continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A 24243 DATE: 5/23/2012 CompuTrus assumes no responsibiity for such bracing. 3.2x Impact bridging or lateral bracing required where shown*t rt .��.�-Q SEQ. : 519257 2 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. Cr'r 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. Q�v,(\+ 3 l r design loads be applied to any component. and are for"dry condition"of use .1]J'f , t TRANS ID: 33984 5 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 QN q],,!- necessary. _ fabrication,handing,shipment and installation of of components. 7.Design assumes adequate drainage is provided. � .- 6.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 n 2, I I I I I I III III I II TPI/WICA in SCSI,copies of which will be furnished upon request. foes coincide with joint center Noes. EXPIRES (/ l/ III ,I, 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). IIIIIIIIIIIII . This design prepared from computer input by• PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'• 3.0' ICOND. 2: 5450.00 LBS DRAG LOAD. I TC: 2x4 DF k18BTR LOAD DURATION INCREASE = 1,15 BC: 2x4 DF 8188711 Design 24,0' D.C. Design conforms to main aindforce•resisting • system and components and cladding criteria. WEBS: 2x4 OF STAND; LOADING 2x4 OF N1&BTR A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, 'MFRS, TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF interior zone, load duration factor=l.6 BC LATERAL SUPPORT <= 12'0C. UON. Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing design for entire span UON. M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. vertical members (uon). 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 M,M2OHS,M18HS,M16 = MiTek MT series 7-00-08 6-02-08 f T 1' 12 6.00 V M-2.5x4 f M to 11111 111111 ic;, of F�1 • OR. �� ° M-3x8 M- x8 M-41x8 ,R• t N G OG "Y26.1c'cAU� 1, y I. f'A. JOS 5123/2 6-10-12 6-04-04 y y y EXPIRES 013011 . 1-04-0B 13-03 JOB NAME : BROWNSTONE AT THE CROSSING - D DRAG T II ' o Scale: 0,3787 , WARNINGS: GENERAL NOTES,unless otherwise noted: . 0 1. Builder and erection contractor should be advised of as General Notes 1.This truss design is adequate for the design parameters shown.ReviewV- Truss: D DRAG and Warnings before construction commences. and approval is the responsibifty of the building designer,not the 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. / 2. Design assumes the top and bottom chords to be laterally braced at . 3.All lateral force resisting elements such as temporary and permanent -r !,-_ DES. BY: LA 2'o.c.and at 10'c.c.respectively unless braced throughout their length by stadity bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 242,41 DATE: 5/23/2012 CompuTrus assumes no responsihifty for such bracing. 3.2x Impact bridging or lateral bracing required where shown** Ate 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 k lo, c;, r SEQ. : 519 2573 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. d ere for"dry condition"of use. S• TRANS ID: 339 845 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 2 tON��L fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. J 1(/1(v 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center � � 11111111 I I II I II I IIII III TPINYTCA 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-1311,ESR-1988(MiTek). 1E11 II This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-03-DO GIRDER SUPPORTING 34-06-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-6966) 974 1-5=(-884) 6070 5-2=( -362) 3076 7-4=(-116) 84 BC: 2x6 DF SS 2-3=(-3750) 530 5-6=(-872) 5968 2-6=(-3162) 440 ' WEBS: 2x4 DF STAND; LOADING 3-4=( -190) 220 6-7=(-500) 3064 6.3=( -604) 4826 2x4 DF #1&BTR 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 BRG AREA BC LATERAL SUPPORT <= 12•0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -710/ 5142V -143/ 224H 5.50' 8.23 DF ( 625) Connector plate prefix designators: 13'- 3.0' -693/ 5014V -143/ 224H 3.50' 8.02 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/160 ( 2 ) complete trusses required. MAX LL DEFL = -0.056' @ 4'- 10.8' Allowed = 0.625' Join together 2 ply with 16d Common nails staggered at 9' oc throughout 2x4 top chords, 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 f T T 'I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00) M-1.5x4 Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.8, MWFRS, t interior zone, load duration factor=1.6 co M-5x8 Ci'' M-3x8 fo �%c .°PROF�cssi CO M•5x10 4: i , 1 ;R_IgiAllillikill C> Mai d = ,_ °11® cr 04 No, .' . ° M-3x8 M-5x8 M-7x8 � .-26. q • v ` �� aC y y y y 4-10-13 3-10-09 4-05-09 R. JOHS'2 //z XPIRES 6/30/13 J., y E 13-03 WEDGE REQUIRED AT HEEL(S). JOB NAME : BROWNSTONE AT THE CROSSING - D GIRD Scale: 0.3459 �7- 4P`� �0''�' WARNINGS: GENERAL NOTES,unless otherwise noted TJi ..s le- 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown.Review rR ri' T r U S S: D GIRD and Warnings before construction commences. and approval is the responsibiity of the building designer,not the 2.2,4 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 f-/!, DES. BY: LA stability bracing must be designed by designer of complete structure. o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). 24243 4' DATE: 5/23/2012 CompuTrus assumes no responsibiity for such bracing. 3.2x Impact bridging or lateral bracing required where shown•• A� �Q 4, Ni,load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective connector. Q T&'f L` SEQ. : 51925 74 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design beds be applied to any component. and ere for"dry condition"of use. A 8.Design assumes full bearing at all supports shown.Shim or wedge if lONAt, / TRANS ID: 339545 5.CompuTrus has no control over and assumes no responsibility for the necessary. ( r fabrication,handling,shipment and the limitations of set forth components. B.Plates assumes adequate fed both is provided. ] (/�� 6.This design is furnished subject to the limitations set forth by B.Plates shall be assumes located on bola laces of truss.and placed so their center I Ill I I I III II I II III III TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. - 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1968(MiTek). II II r 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 IC: 2x4 DF p1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-293) 1442 7- 3=( 0) 319 11. 6=(-983) 381 BC: 2x4 OF k16BTR SPACED 24.0' O.C. 2. 3=(-1723) 659 7. 8o(-295) 1439 3- 8=(-729) 235 WEBS: 2x4 DF STAND 3- 4=(-1D15) 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)4DL( 7.0) ON TOP CHORD = 32.D PSF 5- 6=( -B65) 380 10-11=(-211) 177 5-10=(-444) 257 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 6=(-252) 919 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.5' 0,0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) M-1.5x4 or equal at non-structural REOUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -179/ 1141V -172/ 2276 5.50' 1.83 DF ( 625) vertical members (uon). 24'- 9,8' -141/ 1035V -172/ 227H 3.50' 1.66 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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=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 = 1.604' T T T MAX HORIZ. LL DEFL = 0,032' @ 24'- 6.1' 7-06-10 7-03-02 5-10-04 4-01-12 MAX HORIZ. TL DEFL = 0.053' @ 24'- 6.1' T T f f T Design conforms to main windforce-resisting 12 HM-4x4 12 system and components and cladding criteria. 6.00 I/ \I 6.00 4.0" Wind: 110 mph, h=25ft, TOOL=4.2,BCDL=8.0, ASCE 7-05, 4 •(-4. Enclosed, Cat.2, Exp.B, MWFRS, ,l\ interior zone, load duration factor=1.6 M-2.5x4 III M-2.5x4 M-3x4 . 1' t a R S�o ; B M 5x6 1 c 5�, o M-4x4 M-1.5x4 M-3x8 M-3x6(S) ° ' A. • -r c 9 ' 11 i= c G1 r j�F F L•- o M-4x6 �i / 6.26 f\ OR. e N co ,. 12 ✓G , = y l y y 0-07-05 • 0�, 4 -26,\-' U ' ,I.-/O 7-04-14 7-04-14 6-00 4-00 L 7'` k y y A JON y y 8-09-06 12-00-06 y 3-04-11 , S!2�i/!2 1-041 20-09-12 y 3-08-08 y EXPIRES 6/3011 y 20-09-12 4-00 y 24-09-12 _ J4} • P-�OIIA; • 1-04.08 0-03-08 N\ w d 04' JOB NAME : BROWNSTONE AT THE CROSSING - E GE Scale: 0.1859 *� ). 0��1 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of at General Notes 1.This truss design is adequate for the design parameters shown,Review jV 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*. 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 1:7.- DES. BY: LA stab tty bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE- 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown• 24243 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 R: f5TEO SEQ. : 519257 5 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. TRANSID: 339845 5.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes full bearing at all supports shown.Shim or wedge if `570NA,L necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. . 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 '�"�" III III III II II III I III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9 Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). II MI This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 24'- 9.8' IRC 2009 MAX MEMBER FORCES 4WR/GOF/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- 6=(-983) 381 BC: 2x4 DF k16BTR SPACED 24.0' O.C. 2- 3=(-1723) 659 7- 8=(-295) 1439 3- 8=(-729) 235 WEBS: 2x4 DF STAND 3- 4=(-1015) 421 8-10=(-131) 764 8- 4=( -36) 461 LOADING 4. 5=( -984) 407 9.11=( 0) 0 8- 5=(-107) 89 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)vOL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( .B65) 380 10.11=(-211) 177 5.10=(-444) 257 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.D PSF 10- 6=(-252) 919 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.5' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -179/ 1141V -172/ 227H 5.50' 1.83 OF ( 625) vertical members (uon). 24'- 9.8' -141/ 1035V -172/ 227H 3.50' 1.66 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L1240, 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 T MAX HORIZ. LL DEFL = 0.032' @ 24'- 6.1' 7-06-10 7-03-02 5-10-04 4-01-12 MAX HORIZ. TL DEFL = 0.053' @ 24'- 6.1' T T f f T Design conforms to main windforce-resisting 12 HM-4x4 12 system and components and cladding criteria. 6.00 / �I6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 4 014141% interior zone, load duration factor=l.6 M-2.5x4 M-2.5x4 cn M-3x4 CD yW ,. (AV-D Df�cSS, o 'M-4x4 M-1.5x4 M-3x8 M-5x6 1r v �`'��''GINS /'L M-3x6(S) 11 'C. it , �� i� C 9 .11 1'1r.. o 1.1-4x6 6 6.261- OR�eN cb 12 ,ILA y y y y 0-07y05 -52,..,,Gl�'26"1 �v� 7-04-14 y 7-04-14 6-00 L 4-00 . 0 o aS P y 8-09-06 12-00-06 y 3-04-11 , - '.'.. /2 //2-ll 1-04-08 20-09-12 y 3-08-08 y EXPIRES 613011 1 20-09-12 4-00 24.09-12 y,1 p,. Wgbv .� .•1-04-08 0-03-08 �� w 1, {• JOB NAME : BROWNSTONE AT THE CROSSING - El �- * 0,,f Scale: 0.1859 �' ,� U /.'1- 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 Truss: E 1 and Warnings before construction commences. and approval is the responsibifty of the building designer,not the . 2.2u4 compression web bracing must be installed where shown+. truss designer or truss engineer. •. 3.All lateral force resisting lements such as temporary 2. Design assumes the top and bottom chords to be laterally braced at g porary and permanent 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by l` ,..� DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4, DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2a Impact bridging or lateral bracing required where shown++ e' 5 24243 .O C r� 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 7 :- ��• /~ SE Q. : 5192576 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, {i�i` design loads be applied to any component. d are for"dry condition"of use. S TRANSID: 3 3984 5 5.CompuTrus has no control over and assumes no responsibiity for the 6. Design assumes full beanng at all supports shown.Shim or wedge if /OVAL necessary. ( //)�/ fabrication,handling.shipment and Installation of components. 7. Design assumes adequate drainage is provided. 7 L y4116, 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 amemtrilimiiIIII 11111111111111111 III I II TPI/WTCA in SCSI,copies of which will be furnished upon request. Ines co ncitle with joint center lines. - 9.Digits indicate size of platen inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1711.ESR-1988(MiTek). II 1 1111 • ' 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -50) 39 2.8=(-218) 1147 6.3=( 0) 321 BC: 2x4 DF #1&BTR SPACED 24.0. O.C. 2.3=(-1386) 570 6.7=(-220) 1144 3.7=(-745) 239 - WEBS: 2x4 DF STAND 3.4=( -889) 330 7-B=(-188) 121 7.4=( 0) 245 LOADING 4-5=( -822) 313 7-5=(-140) 598 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8=(-813) 353 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 ( 625) C,CN,C18,CN18 or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF 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' VAX TL DEFL = 0,007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0.037' @ 7'- 5.8' Allowed = 1.003' 14-09-12 8-00 MAX TL CREEP DEFL = -0.088' @ 7'- 4.9' Allowed = 1.337' T f f MAX HORIZ. LL DEFL = 0.013' @ 20'- 8.0' 7-06-10 7-03-02 8-00 MAX HORIZ. TL DEFL = 0.021' @ 20'- 8.0' Design conforms to main windforce-resisting 12 IIM-4x4 12 system and components and cladding criteria. 6.00 1.-,' d 6.00 4.0' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4 ,/-,( Enclosed, Cat.2, Exp.B, MWFRS, tii% interior zone, load duration factor=l.8 M-2.5x4 10.2.5x4 -' O PR c/., ;'''''s � GINE? S�=L o 1V*11 , s 7 B OR' e�N ° M-3x4 M-1.5x4 M-3x8 M-1.5x4 �e, M-3x6(S) ,--.)-,`/&,,,26,° U=' .y,. ti •l 7-04.1a y 7-04-14 s oo y v/-A- JOkAs 5/'2 //z 8-09-06 y 12-00-06 y EXPIRES 613011 * y J, 1-04-08 20-09-12 N.3OI1J �\ a w '` 1� JOB NAME : BROWNSTONE AT THE CROSSING - E2 Scale: 0.2754 $ o I.-. WARNINGS: GENERAL NOTES,unless otherwise noted: ."e - 1.Builder and erection contractor should be advised of al General NOtes 1.This truss design is adequate for the design parameters shover.Review ./, ' Truss: E2 and Warnings before construction commences. and approval is the responsibilty of the building designer,not the • 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. /' 2.Design assumes the top and bottom chords to be laterally braced at ,t 3.All lateral force resisting elements such as temporary and permanent l�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 continuous sheathing such as pywood heathi )and/or drywall(BC). 24243 DATE- 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown.. �[y� p• 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. lb 'f&'lrrlt2:9 / S E 0. : 5192577 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. J 1 r design loads be applied to any component. d are for-dry condition" full b o bearing of t all S TRANSID: 339845 5.CortpuTms has no control over and assumes no responsibikty for the e. Design assumes full bearing al all supports shown.Shim or wedge it c TONAL . fabrication,handling,shipment necessary. [ / -. g pment and installation of components. 7,Design assumes adequate drainage is provided. 5 �7�,v A.A.•6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r. `�j., IIIIII VIII VIII VIII VIII VIII VIII IIII(III TPI/WTCA in SCSI,copies of which will be furnished upon request. knee coincide with joint center braes. EXPIRES ! 9. Digits coincide 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-1 B88(MiTek). III II ' 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-238) 1600 3- 7=( -336) 173 BC: 2x4 DF k18BTR 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=( -800) 243 2x4 DF #1&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=( -707) 341 8- 6=( -133) 831 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 1OPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN1B or no prefix) = CompuTrus, Inc MAX LL DEFL = 0,007' @ -1'- 4.5" Allowed = 0.138' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.007' @ -1'- 4.5° Allowed = 0.183' MAX LL DEFL = -D.061' @ 9'- 6.4" Allowed = 1.212° MAX TL CREEP DEFL = -D.122' @ 9'- 6.4' Allowed = 1.617" 19-00 6-00 T T 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 T '1 '1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I/ I I M-4x4 v 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 interior zone, load duration factor=1.6 iF\ M-2.5x4 or equal at non-structural diagonal inlets. I r M-5x8(S) !1-3x4 025" Q0� -./ PRoFF, M 1.5x4 0 .A.Ts � `s/, o I GGRI! Nq, i� c -,. ee `8- 9 �� Ly26"�`. tU CD M-4x4 0.25" M-3x8 M-1.5x4 L��A. JO\�'.5 M-5x8(S) %23/1Z l l l l Y,PIRES 6/3011 9-08-06 9-03-10 6-00 i l l 1-04-08 25-00 N. 301/4 .� �7 , JOB NAME : BROWNSTONE AT THE CROSSING - E GE3 _ Scale: 0°2351 ; *� I. .��0/ WARNINGS: GENERAL NOTES,unless otherwise noted - 1 7- 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review - -/ Ili Truss: E GE3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the truss designer or buss engineer. / 2.2x4 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 2'o.c.and et 1D'o.c.respectively unless braced throughout[heir length by l� DES. BY: LA sr biity bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 4- DATE: 5/23/2012 CompuTrus assumes no responsibiity for such bracing. 3.2x Impact bridging or lateral bracing required where shown•• A 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O 1 k''rSTE11 SEQ. : 51 92578 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �� 1 FrF design loads be applied to any component. end are for'dry condition"of use. - i TRANS ID: 33984 5 5.CompuTrus has no control over and assumes no responsibiity for the 6.Deese na assumes full bearing at all supports shown.Shim or wedge if IQh AL fabrication,handlin shipment and installation of components. ry [ Q 9 p 6 Design assumes adequate both is provided. r i� ( - 8.This design is furnished subject to the limitations set forth by 6. Plates shall be located on bolo laces of truss,and placed so their center M III III I I I I II I III I II TPI,WTCA in BCSI,copies of which mll 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-1311,ESR-1968(MiTek). IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC e 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=(-238) 1600 3- 7=( -336) 173 BC: 2x4 DF #1&BTR SPACED 24.0' O.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=( -800) 243 2x4 DF #1&BTR A LOADING 4- 5=( -731) 347 8- 5=( 0) 254 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.D PSF 5- 6=( -707) 341 8- 6=( -133) 831 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 9=(-1106) 378 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -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 OF ( 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/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 = -0.061' @ 9'- 8.4' Allowed = 1.212' MAX TL CREEP DEFL = -0.122° @ 9'- 8.4' Allowed = 1.617' 19-00 6-00 T .( f MAX HORIZ. LL DEFL = 0.021' @ 24'- 10.3' 6-08-05 6-01-13 6-01-13 6-00 MAX HORIZ. TL DEFL = 0.032' @ 24'- 10.3° '' T T ' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 HM-4x4 "----J 6.00 Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 5 .f--,' interior zone, load duration factor=1.6 M-5x8(S) M-3x4 0.25" vo t, M-1,5x4 c ��R� PRQF�cS,si o �� yN��,. 02 ...iiiiiiiiidk\ 4� - 'CO A. . =�1 if 1, 1 ORION cb o ee B '9 0 Lf'26,\c' c o ��M-4x4 M-5x8(S) M-3x8 M-1.5x4 /6A. JOHN 5;25/'x: 1, y 1, 1, EXPIRES 6130113 9-08-06 9-03-10 6-00 1, 1, 1, 1-04-08 25-00 p%.JOHN. ,in JOB NAME : BROWNSTONE AT THE CROSSING - E3 Scale: 0.2351 O 4 i/k •'� ,0� WARNINGS: GENERAL NOTES,unless otherwise noted: to I s 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: E3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2z4 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 rm 3.All lateral force resisting elements such as temporary and permanent r t,/ - 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 drywal C). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.Dr 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. '6 litc 1 SEQ. : 519 2579 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. lO. design loads be applied to any component. and era for"dry condition"of use. "S ONAlr TRANS ID: 3 39845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if I fabrication,handling,shipment and instalation of components. 7.Design assumes adequate drainage is provided. -..),L!'�7/ .,i ._ j�L, 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center +EXPIRES /� () I / 1111111 IIIII II I IIIII IIII IIII DI TPI P CA in SCSI,copies of which will be furnished upon request. Ines coincide with) center lines. 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L}E 10.and/basic ESR-1311 of lat1868 design MiTek) see ESR-2529(CompuTrus) or III 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'. 11.2' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF 418BTR LOAD DURATION INCREASE = 1.15 1-2a(-188) 198 5-6=(-280) 201 1.5=(-120) 175 6-4=(-160) 446 BC: 2x4 OF 418BTR SPACED 24.0' O.C. 2.3=(-285)) 284 8-7=(-288) 202 5.2= -482))) 249 4-7=(-636) 201 - WEBS: 2x4 OF STAND; 3-4=(-260 268 2-8= -117 135 2x4 OF 4188TR A LOADING 8-3= -88 134 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORZ 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' -78/ 888V -270/ 327H 5.50' 1.07 DF DF 625I Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12'- 11.2' -98/ 597V -270! 327H 3.50' 0.98 OF ( 825 C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 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 = -0.009' @ 6'- 11.2' Allowed = 0.809' MAX TL CREEP DEFL = -0.015' @ 8'- 11.2' Allowed = 0.812' 8-11-04 4-00 MAX HORIZ. LL DEFL = -0.004' 8 12'- 9.5' 1 MAX HORIZ. TL DEFL = -0.004' 8 12'- 9.5' 4-05-10 4-05-10 4-00 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 IIM-4x4 Q 6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=8.0, ASCE 7.05, 3 4.0" Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=1.6 6\ M-2.5x4 M-2.5x4 4 r, "1 11111111111111111111 :‘ m ��4°PROFFss�o � �OR' 0 N c,CD i'G $f - �111-40 l�'26.1' ,tU2 5-- 1,_,I,. ...,.- M-2.5x4 M-3x8 M-1.5x4 7 A. JONAcD 5/23//a y ), y EXPIRES 6/3011 8-11-04 4-00 J' y 12-11-04 ..\\ p�.wOtl YI,. JOB NAME : BROWNSTONE AT THE CROSSING - F2 e r 'r Scale: 0.2479 11� U V '; -1 WARNINGS: GENERAL NOTEa,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' T r u s s: F2 and Warnings before construction commences. end approval is the responsibiity of the building designer,not the 2.2:4 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.At lateral force resisting elements such as temporary and permanent (•� '- DES. BY: LA stability bracing ust be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 9 Y 9 Dfe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibiity for such bradng. 3.2z Impact bridging or lateral bradng required where shown.. C/l 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. /vC•'/QT- SE Q. : 5192580 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, n T �- ' design loads be applied to any component. and are for"dry condition"of use. - V TRANS ID: 3398 45 5.CompuTrus has no control over and assumes no responsibiity for the S. Design assumes full bearing at all supports shown.Shim or wedge if SIGNAL necessary. .-I fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. .7 v B.This design is furnished subject to the irritations set forth by S. Plates shall be located on both faces of buss,and placed so their center J..- I II I I I I I I I III I 11111 III II TPI/WICA in SCSI copies of which will be furnished upon request. foes coincide with joint center lines. EXPIRES ` 1{I �7 9.Digits indicate size of plate in inches. /(J 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-1958(MiTek). IIIIIIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF N188TR LOAD DURATION INCREASE = 1,15 1. 2=) -50) 39 2- 7=(-253) 1619 3- 7=) -374) 194 BC: 2x4 DF M1&BTR SPACED 24.0' O.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- B=( -750) 293 2x4 OF X1&BTR A LOADING 4- 5=) -992) 427 8- 5=( -181) 1183 LL( 25.0)+1/L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -229) 263 5- 9=(-1076) 175 IC LATERAL SUPPORT <= 12'OC. 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 DF ( 625) C,CN,CI8,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 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 = -0.073' @ B'- 8.7' Allowed = 1.204' 21-00 4-00 MAX TL CREEP DEFL = -0.139' @ 8'- 8.7" Allowed = 1.806' T 7-04-05 6-09-13 6-09-13 4-00 MAX HORIZ, LL DEFL = 0.021" @ 24'- 8,5' T f 1 f 1 MAX HORIZ. TL DEFL = 0,031" @ 24'- 8.5' 12 12 Design conforms to main windforce-resisting 6.00 V M-4X6 \J 6.00 system and components and cladding criteria. 5 4 ' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, ui� interior zone, load duration factor=l.6 M-1.5x4 M-5x8(S) -,, O,04, • M-1.5x4 IA o c4:cQ PR0pr. /T do tf��5 `�Cy1 P1 E'er C� tt' ;�,ill, i� dor f;R•� N � cOVA O %'L►-2 6.14P U`z• O -�M 4x4 M 25x4 0.25' e M 2.5x4 T 9 9Gj�A. J OHa�1 M-7x8(S) 7/23r /2- y y l y EXPIRES 6/3011 8-08-11 8-02-03 8-01-02 y 1-04-08 25-00 N.]Uf1A, _\� • W r47:411. 4p JOB NAME : BROWNSTONE AT THE CROSSING - F3 Scale: 0.2281 : , •��':, -. � r V WARNINGS: GENERAL NOTES,unless otherwise noted: T I.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate fur the design parameters shown.Review <; Truss: F3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown n. 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 drywalt(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown.• S E D. . 5192581 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. 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`• -,�„� • design loads be applied to any component. and are for'dry condition"of use. �Ll TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary. assumes full bearing at all supports shown.Shim or wedge if 'IONAL fabrication,handling,shipment and installason of components. ry P 7 Design assumes adequate drainage is truss,d. /J� 8.This design is furnished subject to the limitations set forth by a Plates shall be located on both faces of truss,and placed so their center i INIIMEM III I I I 111111111 I I I I I II TPIM'TCA in BCSI,copies of which will be furnished upon request. foes coincide with join)center lines. 9. Digits indicate size of plate in inches CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311.ESR-1988(MiTek). III II 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=) -50) 39 2- 7=(-283) 1988 3- 7=(-363) 192 8.10=(-1429) 442 BC: 2x4 OF #16BTR 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=(-198) 748 4- 8=(-748) 291 2x4 DF #1MBTR A LOADING 4- 5=(-1419) 495 9-10=(-229) 171 8- 5=(-187) 1153 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -653) 340 5- 9=(-715) 222 IC LATERAL SUPPORT <= 12'OC. 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 SO,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 ( 825) Connector plate prefix designators: 28'- 9.0' -163/ 1409V -234/ 286H 5.50' 2.26 DF ( 825) C,CN,C18,CNIB (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/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 = -0.094' @ 8'- 8.7' Allowed = 1.392' MAX TL CREEP DEFL = -0.178' @ 8'- 8.7' Allowed = 1.856' MAX HORIZ. LL DEFL = 0.029' @ 28'- 7.3' MAX HORIZ. TL DEFL = 0.044' @ 28'- 7.3' 21-00 7-09 Design conforms to main windforce-resisting ,f f system and components and cladding criteria. T f f 7-04-05 6-09-13 6-09-13 7-09 ,y Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 6.001 = M-4x6 Q 6.00 4.0" 5 .l"Y M 5x8(S) 0' M-4x4 �::2R61:36-61�. S M-1.5x4 <J 1. N4N . /U2 I o °yv � v2 .... Al G o M-3x6 M-2.5x4 0.25'3 =M-4x4 M-1.5x4 10 /O A- JON��5 123//Z M-5x8(S) y y y y y EXPIRES 6/3011 8-08-11 8-02-03 8-02-03 3-07-14 1 / ). 1-04-08 28-09 p,.JOF-1/4. . JOB NAME : BROWNSTONE AT THE CROSSING - F4 Scale: 0.1956 *4 v ° WARNINGS: GENERAL NOTES,unless otherwise noted: M1 �' , 1.Builder and erection contractor should be advised of an General Notes 1.This truss design is adequate tel the design parameters shown.Review i and Warnings before construction commences. and approval is the responsibiiy of the building designer,not the Truss: F4 2.214 compression web bracing must be installed where shown r. uss designer or truss engineer. • 3.Al lateral force resisting elements such as temporary and permanent 2.2 Design assumes the top and eety unless chords t0 be laterally braced braced at (-- - DES. BY: LA stabilty bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y rig 9 r 9n continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '1424! DATE: 5/23/2012 CompuTrus assumes no responsibity for such bracing. 3.2:Impact bridging or lateral bradng required where shown.• 1y 1 - 4.No load should be applied to any component until after all bracing and 4. Installation of truss rs the responsibility of the respective contractor. 031sT F``y" SEQ. : 5192 58 2 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. 5'j TRANS ID: 3 3 9845 5.CompuTrus has no control over and assumes no responsibility for the 6.eesign assumes full bearing at as supports shown.Shim or wedge it 0NAL • fabrication,handling,shipment and installation of components, ry. v 9• 7. Design assumes adequate drainage is provided. 7 6.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 // /2, TPINVTCA in SCSI,copies of which wii be furnished upon request Dies coincide with join[center lines. EXPIRES ` // 1111111 I I I I 1111111111 III Digs 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-1986(MiTek). III II 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 DF 41&BTR LOAD DURATION INCREASE = 1.15 MAX LL DEFL = -0.008' @ -1'- 4.5' Allowed = 0.138' BC: 2x4 OF 418BTR SPACED 24.0' O.C. MAX TL DEFL = -0.009' @ -1'- 4.5' Allowed = 0.183' WEBS: 2x4 DF STAND; LOADING MAX HORIZ. LL DEFL = 0.016' @ 0'- 3.3' 2x4 DF M168TR 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 (P9) 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,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Design conforms to main windforce-resisting M,M2OHS,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=1.6 21-00 7-09 design Note bearing wall continuous 12-00-11 8-11-05 7-09 7-05-08 6-09-041' 6-09-04 1' 7-09 T '1 -f 1 1' 12 TIM-4x4 12 04•14 q, 6.001/ �B,00 4.0' 5 -1`,f M-4x6 M-7x8 M-3x6(S)!11I1IIIII1II1� -� #c0 PROFFssi M-4x6/I �� c,�GtNEFI O�A up.11ill o a. 1 10 M-3x4 M-3x8 M-5x8 G4)A. JON*c' =M-4x4 M-3x6(S) M-2.5x4 5/73//Z J., y y y 7-03-12 6-07-08 7-00-12 7-09 EXPIRES 6/30/1 y ; y y 12-00 16-09 b 1-04-08 28-09 J� p W 'r/O JOB NAME : BROWNSTONE AT THE CROSSING - F DRAG Scale: 0.1836 311t,-, A . WARNINGS, GENERAL NOTES,unless otherwise noted'. �iJ 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 / l Truss: F DRAG and Warnings before construction commences. and approval is the responsibiity of the building designer,not the 2.2:4 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 r 3.Al lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t f DES. BY: LA stedity bradng 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 responsibiily for such bracing. 3.21 Impact bridging or lateral bracing required where shown•• ��ti��/lyA�� SEQ. : 5192 583 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 if5Ta: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, 1 �1�1�� design loads be applied to any component. and are for"dry condition"of use. -'2610N AL TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6. sign assumes full bearing at all supports shown.Shim or wedge if /� '♦f1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5LG /I v 8.This design is furnished subject to the hrnitations set forth by a.Plates shall be located on both faces of truss,and placed so their center `1* /./j III I III III I I II I I III III TPINVTCA in SCSI.copies of which will be furnished upon request. Ines coincide with joint center lines. EXPIRES i J j /3 9. Digits indicate size of plate in inches. r 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-19B8(MiTek). 111 00 III 4 . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&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 DF STAND; 3. 4=(-1758) 579 8- 9=(-208) 354 4. 8=( -750) 293 2x4 DF #1&BTR 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'OC. 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 SO°IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -180/ 1247V -234/ 324H 5.50' 2.00 DF ( 625) M-1.5x4 or equal at non-structural 25'- 0.D' -142/ 1283V -234/ 324H 5.50' 2.05 OF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = -0.073' @ 8'- 8.7' Allowed = 1.204° 21-00 4-00 MAX TL CREEP DEFL = •0.139' @ 8'. 8.7' Allowed = 1.606" T 7-04-05 6-09-13 6-09-13 4-00 MAX HORIZ. LL DEFL = 0.021' @ 24'- 8.5' , T MAX HORIZ. TL DEFL = 0.031" @ 24'- 8.5° 12 12 Design conforms to main windforce-resisting 6.00' M-4x6 6.00 system and components and cladding criteria. 4.0' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 5 -r-,r Enclosed, Cat.2, Exp.B, MWFRS, *1%4 interior zone, load duration factor=l.6 `,11` M-1.5X4 M-2.5x4 or equal at non-structural diagonal inlets. M-5x8(S) I O. 1,-0 1111111 ° 0 PROF M-1.5x4 A ° �<�G Os!, IIIIIIIIIIIIIk\ co [, 1 1, 1 ,iii •° OR) Np ° G � � deo' e s T 9 -, 9 4'26. ` A U ' 7 B L4 . o -M-4x4 M-2.5x4 0.25 M-2.5x4 DA. J�1AAc 5%2 /i M-7x8(5) • y y y l' EXPIRES 6/30113 8-08-11 6-02-03 8-01-02 b ,I, 1- . 1-04-08 25-00 N.3 0.1-1 4,Jt. - �~• 6 W It ,i 1 Q JOB NAME : BROWNSTONE AT THE CROSSING - F GE1 Sale: 0.2281 �' .� ',' .-1, 2 . �, :. WARNINGS: GENERAL NOTES,unless otherwise noted: j',r 1. Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate tor the design parameters shown.Review Truss: F GE 1 and Warnings before construction commences. and approvals the responsibility of the building designer,not the 2.2a4 compression web bracing must be installed where shown+. truss designer or truss engineer. l�. • 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;! DES. BY: LA stability bracing must be designed D designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ty g 9 Y 9 W continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2424:! DATE- 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2=Impact bridging or lateral bracing required where shown++ /� .�Q 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. D •r5'1 F1!)1 t SEO. : 5192584 fasteners are complete and at no eme should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, •q-,c design loads be applied to any component. end are for"dry condition"of use. • CSC' L - TRANSID: 339845 5.CompuTrus has no control over and assumes no responsiblity for the 6. Design assumes full bearing at all supports shown.Shim or wedge if y7 ONAL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /l(,/ �a. 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 � � HIM I I II I VIII It'll rl I I II TPI/WTCA 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-1311,ESR-1988(MiTek). IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC - LUMBER SPECIFICATIONS LOADS AS GIVEN 25-00-00 GIRDER OAD DURATION INCREASE 001.15 FROM(Non-Rep) TO 10-00-00 1- 2=(-6273) B26 1-IRC 21- 7= MAX 36) 5532 FORCES- _ 4-97)D13B2 110- 5= -13) 611 TC: 2x8 DF #1 2. 3=(-4491) 591 7- 8=(-735) 5513 2- 8=(-1841) 248 10- 6=( -263) 2017 BC: 2x8 OF #2&BTR; • 2x8 DF #2 82 LOADING 3- 4=(-2449) 317 B. 9=(-565) 3853 8. 3=( •318) 2918 6-11=(-2394) 316 WEBS: 2x4 OF STAND; IC UNIF LL( 50.0)+OL( 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) 2540 BC UNIF LL( 0.0)+DL( 20.D)= 20,0 PLF 10'- 0.0' TO 25'- 0.0' V 4-10=(-2542) 326 TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 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 SQ.IN. (SPECIES) Single member as shown. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -47B/ 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 OF ( 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 -TI1N9' @ LIMITS: -L/24 Allowed = 1.212' C,M2OHS,MIBHS (or = prefix) = riesuTrus, Inc MAX TL CREEP DEFL = -0.323• @ 11'- 10.3' Allowed = 1,617' M,M20HS,M18HS,M16 = MiTek MT series 21-00 4-00 MAX HORIZ. LL DEFL = 0.033' @ 24'- 10.3' 1' - T MAX HORIZ. TL DEFL = 0.059' @ 24'- 10.3' 6-10-06 5-03-06 4-06 4-04-04 4-00 2x4 web brace required. Laterally brace to roof diaphragm. 12 12 Design conforms to main windforce-resisting 6.001/ M-5x6 6.00 system and components and cladding criteria. 5.0' Wind: 110 mph, h=25ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, 5 ''f Enclosed, Cat.2, Exp.B, MWFRS, �� interior zone, load duration factor=l.6 7x8 M•5x II 4d11lI. Gj r� o M-3x6 M-4x12 M•7x14 0.25' M-7x8 M-2.5x4 OR. JO\0 M-10x12(5) 2 /iZ 116431 l y � y y y y 6/3011 6-08-10 5-01-10 4-06 4-07-12 4-00 L.... iii -- y i. 25-00 ps.•301-, . JOB NAME : BROWNSTONE AT THE CROSSING - F GIRD Scale: 0.2287 �~� �yr,. � k �° •WARNINGS: GENERAL NOTES,unless otherwise noted ,, 7" 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 1. s 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.. truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at f 3.All lateral force resisting elements such as temporary and permanent -'?/- DES. BY- LA stability bracing must be designed by designer of complete structure. 2 o.c.and at 10'o.c.respectively unless braced throughout their length by 9 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2424! 4• 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. -rO •r J�r.�.��Q - SEQ. : 51925 85 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, J t�' design bads be applied to any component. and are for"dry condition"of use. �S. - TRANS ID: 339845 5.Ca p Trus has no control over and assumes no rep onsibity for the 6.Design assumes full bearing al all supports shown.Shim or wedge if y' S'OVAL necessary. r _ fabrication,design is handling,shipment and installation limitations sf components. set forth to by 7. Pleles assumes adequate on both drainage a is of truss,and 7�• � e.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,antl placed so their center III I I I I I I I III I III II TPI/WTCA in SCSI copies of which w ll be furnished upon request foes coincide with joint comer lines. _+ 9. Digits indicate size of plate In Inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 1o.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). lID H I IIII • . a - LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M2OHS,M16HS,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 T '1 1' 12 12 6.00 V M-4x4 \I 6.00 3 4 CO CO -,.o v EN v o� o WI 4 M-2.5x4 M-2.5x4 J., y y 3- 1-04-08 10-11 1.04-08 . pR t" (1t� 1 ,1R JON `' JOB NAME: BROWNSTONE AT THE CROSSING - G GE ti9 �`a r, �'l'' �R •��, Scale: 0.6162 b /' d C 4 26.1.•� `O WARNINGS: GENERAL NOTES,unless otherwise noted: ate.. / ij D 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 7111 / �1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the .t�z. x L� A• J OYo ( ,�4 - Truss: G G E truss designer or truss engineer. 2.2s4 compression web bracing must be instated 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 2 o.c.and at 10'o.c.respectively unless braced throughout their length by /' DES. BY: LA stabiity bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) 6130!13 DATE: 5/23/2012 ng vN g(rshown+drywall(BC). r f/ .,; CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ 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. A 24243 SEQ. : 519258 6 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, IT �y design loads be appied to any component. and are for'dry condition-of use. G IST' 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 necessary. fabrication,handling,shipment and instaaation of components. 7.Design assumes adequate drainage Is provided. _ /ON AL 6.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 ( `�I.IG VIII VIII III I VIII III VIII VIII IIII IIII CompuTrus,Ain BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 7 7 � 9.Digits indicate size of plate In inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.and/or ESR-1311,coneEplat1edesign�values see ESR-2529(CompuTrus) 11110111 11 . . 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 k1&BTA LOAD DURATION INCREASE = 1.15 1.2=(-533) 322 1.4=(-215) 398 4.2=(0) 246 BC: 2x4 DF p1&BTR 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)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -63/ 458V -65/ 65H 5.50' 0.73 OF ( 825) Connector plate prefix designators: 10'- 11.0' -83/ 459V -65/ 65H 5.50' 0.73 DF ( 825) C,CN,C16,CN1B (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/18D BOTTOM CHORD CHECKED FOR 1OPSF 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 TC PANEL TL DEFL = 0.020' @ 2'- 11.5' Allowed = 0.533' MAX HORIZ. LL DEFL = -0.004' @ 10'- 5.5' MAX HORIZ. TL DEFL = 0.005' @ 10'- 5.5' This truss does not include any time dependent 5-05-08 5-05-08 deformation for long term loading (creep) in the total load deflection. The building designer T shall verify that this parameter fits with the 12 12 intended use of this component. 6.00' ''' .16.00 IIM-4X4 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 2-A Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, �p Enclosed, Cat.2, Exp.B, MWFRS, \ interior zone, load duration Sector=1.6 CO o CO v PROF-A. M-2.5x4 M-1.5x4 M-2.5x4 �r1.�,1 i'. 0 ' ;A ' ' FOR Nc y Jr c:,'14.,G4'26.1' ,�U= 5-05-08 5-05-08 0a4 JO ' 10-11 EY.piRES 6130!13 JOB NAME : BROWNSTONE AT THE CROSSING - G1 J Scale: 0.5237 � / ��, )c„..) �` 1� �� •z 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 Truss: G1 and Warnings before construction commences. and approval is the responsidity of the building designer,not the 2.2a4 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 f�yl) DES. BY: LA stabs bracing must be designed designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - stability 9 g by g W continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 Q- DATE: 5/23/2012 CompuTrus assumes no responsibiity for such bracing. 3.2a 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. O /CCTV. S E Q. : 5192587 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, • design loads be applied to any component. and are for"dry condition"of use. 5'J TRANS ID: 33 9845 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full Dearing at all supports shown.Shim or wedge if ONAL. ' necessary. 6 Vi:-.); .. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. J 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center /J TPIPMCA in BCSI.copies of which will be furnished upon request. tines coincide with joint center lines. EXPIRES (/ /% Mill I I 1111111111111111111111111111 9 For b sic cone size o of plate in inches.vat CompuTrus,Inc.Software 7.6.2(7 L)-E 0.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-t B88(MiTek). 1111111 • 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/C =1.00 TC: 2x4 OF K18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-1916) 284 1-4=(-200) 1622 4-2=(-106) 1421 BC: 2x8 OF SS 2-3=(-1916) 284 4-3=(-208) 1822 WEBS: 2x4 DF STAND LOADING IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 11.0' V TC LATERAL SUPPORT <= 12'0C, UON. BC UNIF LL( 129.2)+DL( 107.8)= 237.0 PLF 0'- 0.0' TO 10'- 11.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -227/ 1643V -63/ 89H 5.50' 2.63 OF ( 625) Single member as shown. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 10'- 11.0' -227/ 1643V -63/ 63H 5.50' 2.63 DF ( 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•L/240, TL=L/180 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.027' @ 5'- 5.5' Allowed = 0.500' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.085' @ 5'- 5.5' Allowed = 0.667' M,M2OHS,M18HS,M16 = MiTek VT 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' 1 1 f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00[7' x'6.00 M-4x6 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=8.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, 'MFRS,� interior zone, load duration factor=1.6 2 m 2 er or/ . ® �� 14 ¢EpPROFFS o o p 1► 4 ►�3 . '�4 �'i :-2 G~NE O M-5x10 M-3x8 M-5x10 4tCD �� F. 'y OR'j•N y 5-05.08 y 5-05-08 y Ilk. .49 k 1, /�'4- JOV\ 5/23//z 10-11 EXPIRES 6/3011 p,.IONN * JOB NAME : BROWNSTONE AT THE CROSSING - G GIRD Scale: 0.5612 47 �� _v5 p t• 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: G GIRD and Warnings before construction commences. and approval is the responsibifty of Me building designer,not the 2 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. • / 2.Design assumes the top and bottom chords t0 be laterally braced at -y 3.All lateral force resisting elements such as temporary and permanent 1�, , DES. BY: LA stabif bracing must be designed designer of complete structure. c o.c.and at 10'o.c.respectively unless braced throughout their length by y 9 g by 9 PI continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE• 5/23/2012 CompuTrus assumes no responsibily for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ /�Qj. 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 fSTCQeµ`yr�44(� SEQ. : 5192588 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, f J f�,1 l)`+ design toads be applied to any component. and are for"dry condition"of use. p/ TRANSI D: 339845 5.CompuTrus has no control over and assumes no responsibity for the 6. Design assumes full bearing at all supports shown.Shim or wedge if vIONAL necessa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S'137/ G B.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss.and placed so their center III I I I I II I 1111111.11 rill TPI/WTCA in BCSI,copies of which will be furnished upon request Dies coincide with joint center lines. �■ ` ` 9. Digits coincide size of plate in inches. txin s f f indicate 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).