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Plans .. "at�5 - 2 7 • /' 97/ J ,' ki L L/7 6 !Job Truss Truss Type Qty Ply 804044 — Polygon N.W. —AB -A1 R28563174 34044 B1 CAL HIP 1 1 1 Job Reference (optional) BMC West— Sherwitti l , 1 S0herwood, Or. 97140 6.500 s Apr 2 2007 MiTek Industries, Inc. Tue May 27 11:4219M 8 Page 1 Scale = 1:38.9 I -1 -8-0 1 6-5-2 1 9-8-9 911 -1 15-2-13 1011.7 -1 18-9 -6 1 20 -11 -0 1 1 -8-0 8-5-2 3-1-7 0-5-2 5-3-2 0-5-2 3-1-7 2 -1.10 NOTE: THIS REPAIR MAY BE USED 455 % 0 CUT 5x10 = FOR TRUSS BG JOB 804044. 3X8 MIN SIZE OF REMAINING PLATES 4 12 .`73 U - v 5.00 12 2 x 4 s: 3 • 3x10 • tt -X N 6 a 11 ht.o. rev N - d1 tt ■i tai CR 3x5 % 10 9 8 7 3x8 = 3x4 = 3x4 = 2x4 II 17-11-0 17 -11 -0 1 9-6-9 1 15-7 -15 I 20-11-0 1 9-6-9 6-1-6 5 GENERAL REPAIR NOTES: THIS REPAIR IS FOR CUTTING TRUSS AND MOVING BRG 0 -1 -8 FROM RIGHT AS SHOWN. ALL THE REMAINING PLATES MUST BE UNDAMAGED. NO LUMBER DEFFECTS ALLOWED. : . i 1. ATTACH 2X6 DF No.2 SCAB AS SHOWN TO ONE SIDE OF TRUSS WITH 10D COMMON NAILS ( 0.148" X 3.0 ") i 4 0.C., 2 ROWS. CLUSTER NAILS AS SHOWN CIRCLED. Plate Offsets (X,Y): 12:0 -2- 15,0 -1- 81,15:0- 5- 0,0 -1 -51 LOADING (psf) SPACING CLL 25.0 2 -0 -0 CSI DEFL in (lac) 1 /deft L/d PLATES GRIP Goof Snow =25.0) Plates Increase 1.15 TC 0.66 Vert(LL) -0.16 2 -10 >999 240 MT20 197/144 '"'TCDL 7.0 Lumber Increase 1.15 BC 0.64 Vert(LL) -0.43 2 -10 >570 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 85 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 6-7 2 X 6 DF No.2 REACTIONS (lb /size) 2= 986/0 -5 -8, 7= 854/0 -5 -8 Max Horz 2 =50(LC 5) Max Uplift2=- 246(LC 5), 7=- 148(LC 5) Max Gray 2= 1372(LC 12), 7= 1039(LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/71, 2 -11 =- 2026/272, 3-11= 1877/290, 3-4=-1495/242, 4-12=-1307/243, 5-12=-1307/243, 5-13=-959/203, 6-13=-1143/202, 6-7 =- 976/172 BOT CHORD 2 -10 =- 219/1738, 9-10=-100/969, 8 -9 =- 100/969, 7 -8 =0/187 WEBS 3-10 =- 545/123, 4- 10= 0/316,5 -10 =- 29/413, 5-8=-259/87, 6-8=-106/959 NOTES 1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right �o J PR QF exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. �F c 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 -. �� G) E '27 3) Unbalanced snow loads have been considered for this design._ , -.7 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Cc non - concurrent with other live loads. 44" • �' E 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / .. - -- 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. -� Cb 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 - 0 tall by 2 - 0 - 0 wide will fit .� O G• cb between the bottom chord and any other members. ' N i A 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''Q ' ' : - - C?, LOAD CASE(S) Standard M -OS ( EXPIRATION DATE: 06/30/08 May 28,2008 d • W design - Verify d sign pmrameters and READ NO78S ON MIS AND INCL MITRE REFERENCE PAGE AI BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek*- Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Citrus Heights, CA, 95610 • i Job Truss Truss Type pry Ply 804044 - Polygon N.W. -AB -A1 • R28563175 ,04044 9.4 COMMON 2 1 Job Reference ll o nce lootiona BMC West - Sherwood, Sherwood, Or. 97140 17-11-0 6.500 s Apr 2 2117 1 Industries, Inc. Tue May 27 11:42:09 2008 Page 1 • Pm I 5-6-2 10 -6-12 0-8-0 4-10-2 5-0-10 5.00 12 4x6 = Scale " 1:37.0 2 IS 3x0- 0- - STUB, BRG MOVED 3 4.4 1 -0-o 3x6 4 i ii 7 6 5 17-11-0 = 304 = 1 ;4 5 10-6-12 5-6-2 5-0-10 GENERAL REPAIR NOTES: THIS REPAIR IS FOR STUBBING TRUSS AND MOVING BRG 0-1-8 FROM RIGHT AS SHOWN. =SI 1. INSERT 2 X 4 DF STD NEW MEMBER AS SHOWN 2. ATTACH 1/2" CDX, STR. 1, PLYWOOD GUSSET TO EACH FACE OF TRUSS WITH 10 D. COMMON NAILS ( 0.148" X 3.0 ") @ 6" O.C., 2 ROWS 2X4, 1 ROW 2X3 WITH MINIMUM AMOUNT OF NAILS SHOWN CIRCLED PER FACE OF EACH MEMBER. NOTE: 15/32, EXP. 1, 32/16 SPAN RATED O.S.B. MAY BE SUBSTITUTED FOR PLYWOOD. - -LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) - 0.01 6-7 >999 240 MT20 185(144 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.16 Vert(LL) - 0.03 6-7 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.41 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 53 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 2-7 2 X 6 DF No.2, 4-5 2 X 4 HF Std REACTIONS (lb /size) 5= 419/0 -2 -8, 7= 448 /Mechanical Max Horz7=-27(LC 5) Max Uplifts= -99(LC 5), 7=-141(LC 5) Max Grav5= 419(LC 3), 7= 448(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/22, 2 -3= 100/76, 3- 4= 457/124, 2- 7=- 180/84, 4-5=-364/120 BOT CHORD 6-7=-33/368, 5-6=-23/132 WEBS 3-7=-394/150, 3 -6= 0/166, 4 -6= 10/243 PR OF S NOTES 1) Wtnd: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2) 0-0-0 to 10 -5 -0; cantilever \ AOI N _ c / left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. \ '9 .0. 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp 6; Fully Exp.; Ct= 1 41 4 1 �• F 3) Unbalanced snow loads have been considered for this design. • 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. /� 7) Refer to girder(s) for truss to truss connections. • �' � y 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. -!7 �j : , 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .I �? LOAD CASE(S) Standard ,471" .5. EXPIRATION DATE: 06/30/08 May 28,2008 " WARARNG - Verify design parameters, and READ NOTES ON TA AB T.7473 AM) INCLUDED MITEK REFERENCE PAGE T -7473 BEFORE USE. Design valid for use only with MWTek connectors. This design is based only upon parameters shown, and 'a for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown A is for lateral support of individual web members only.. Additional temporary bracing to insure stability during construction is the responsbillity of the • • MMTek - - erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding woes." •se FORM: fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Crfteda, DSB -89 and BCSII Bending Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Carus Heights, CA, 95610 ( Job Truss Truss Type Qty Ply 804044 - Polygon N.W. -AB -Al R28563177 .04044 D1 MONO TRUSS 7 1 Job Reference (optional) BMC West - Sherwood, Sherwood, Or. 97140 19 6.500 s Apr 2 2007 MiTek Indust bnc. Tue May 27 11:42:11 2008 Page 1 1 -1 -8-0 1 6 -5-13 I 11 -5-8 I 17-0-0 I 1 -8 -0 6 -5-13 4 -11 -11 5-6-8 3x4 11 Scale o 1:47.4 - 5.00 12 6 *`I x4 �� 18" X 18" 3x4 % 9 r N 2x4 ' 4 101 ' n `, 3 4 4 2 / OrYP - gi i l___�'C 24" X 24" 3x5 = 8 19-2-0 0 3x4 = 3x5 = 1 9 -5-13 I 17-0-0 I 9-5-13 7-6-3 GENERAL REPAIR NOTES: THIS REPAIR IS FOR CUTTING TRUSS AND MOVING BRG 0 -1 -8 FROM RIGHT AS SHOWN. 1. INSERT 2 X 4 HF STD NEW MEMBER AS SHOWN = 2. ATTACH 1/2" CDX, STR. 1, PLYWOOD GUSSET TO EACH FACE OF TRUSS WITH 10 D. COMMON NAILS ( 0.148" X 3.0 ") @ 6" O.C., 2 ROWS 2X4, 1 ROW 6" O.C. 2X3 WITH MINIMUM AMOUNT OF NAILS SHOWN CIRCLED PER FACE OF EACH MEMBER. NOTE: 15/32, EXP. 1, 32/16 SPAN RATED O.S.B. MAY BE SUBSTITUTED FOR PLYWOOD. - • i - s . • •i 1 00-a LOADING DING (Ps25 5.0 SPACING 2 -0 -0 CSI DEFL in floc) 1/deft Ud PLATES GRIP (Roof Snow= -25.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.14 2 -8 >999 240 MT20 185/144 TCOL 7.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.38 2 -8 >526 180 BCLL 0.0 • Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 7 n/a n/a BCpL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 71 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 6-7 2 X 4 HF Std WEBS 1 Row at midpt 6-7, 5-7 REACTIONS (lb /size) 2= 827/0 -5 -8, 7= 691/0 -5 -8 Max Horz2 =85(LC 5) Max Uplift2=- 214(LC 5), 7= 137(LC 5) Max Grav2= 871(LC 2), 7= 883(LC 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/71, 2-3=-1290/218, 3-4=-974/144, 4 -9 =- 870/151, 5-9 =- 856/159, 5-6=-141/73, 6-7=-245/53 BOT CHORD 2 -8= 189/1115, 7 -8=- 47/670 �) PR WEBS 3-8= 376/171, 5 -8 =- 33/490, 5 -7 =- 863/185 � � kV NOTES c? 0 /Q l. 1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL=4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right / - 7 exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. = r 2) TOLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs T .0 4 4 0 2. non- concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 ' '/ or N. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. s •2', �? -4. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. /1 S -'illy 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EXPIRATION DATE: 06/30/08 May 28,2008 1 ® WARMNG - Verify design pmxrmeters and READ NOTES OW THIS AM) INCLUDED MET{ REFERENCE PAGE MIT-7473 BEFORE USE. R Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. p Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown pq y is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - • erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Po»:.,o Pte,.. =.w. • fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/TPII Qualify Criteria, DSB -89 and BCSII Building Component 7777 Greenback Lane, Safe 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. ' Citrus Heights, CA, 95610 • Job Truss Truss Type Qty Ply 804044 - Polygon N.W. -AB -A1 R28563178 .04044 D4 MONO CAL HIP 1 1 I Job Reference (ootional) BMC West - Sherwood, Sherwood, Or. 971 011 -0 6.500 s Apr 2 2007 MiTeMt tries, Inc. Tue May 27 11:42:12 2008 Page 1 I 6-3-7 I 12-11-9 F 15 -4-11 1 16-8 -8 1 6-3-7 6-8-2 2-5-2 1 -3-13 5x8 \\ 4 Scale = 1:48.9 1 1 3x4 I I 3 13 5 5.00 12 111AMINNO■ -' Iv ` 16" 12" (y ®r P 3x4 % i 2 I • �� P A r n ;i 10!. 3x8 i A IP 1 1 P \` 18" X 18" Inin \ \P) YP a. 'Y a N 6 7 01 10 s 8 17-� 1 - x 4 II 3x4 = 3x4 =•i1.0 6 - - 6-8-8 6-3-7 6-8-2 3 -8-15 GENERAL REPAIR NOTES: THIS REPAIR IS FOR CUTTING TRUSS AND MOVING BRG 0-1-8 FROM RIGHT AS SHOWN. ��� 1. INSERT 2 X 4 HF STD NEW MEMBER AS SHOWN 2. ATTACH 1/2" CDX, STR. 1, PLYWOOD GUSSET TO EACH FACE OF TRUSS WITH 10 D. COMMON NAILS ( 0.148" X 3.0 ") @ 6" O.C., 2 ROWS WITH MINIMUM AMOUNT OF NAILS SHOWN CIRCLED PER FACE OF EACH MEMBER. NOTE: 15/32, EXP. 1, 32/16 SPAN RATED O.S.B. MAY BE SUBSTITUTED FOR PLYWOOD. TCLL LOADING (psf) 5.0 SPACING 2-5-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.90 Vert(LL) -0.05 7-8 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.13 7 -8 >999 180 •• - BCLL 0.0 Rep Stress Ina NO WB 0.66 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 90 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5 -8 -8 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 4 HF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 2 -8 2 X 3 SPF Stud, 3-7 2 X 3 SPF Stud, 1 -9 2 X 4 DF No.2 WEBS 1 Row at midpt 5-6, 3-6 1- 82X3SPFStud REACTIONS (lb /size) 6= 984 /Mechanical, 9= 861 /Mechanical Max Horz 9= 192(LC 5) Max Uplift 6=-468(LC 5), 9- 119(LC 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-1071/160, 2 -3 =- 579/122, 3 -11 =81/0, 4 -11= -49/0, 3 -12= 8/120, 12-13=-8/120, 5-13=-8/120, 5-6=-122/142, 1-9=-778/152 • BOT CHORD 9- 10 =0 /0, 8-9=-221/202, 7- 8=- 228/909, 6-7=-89/445 ���� PR OPE WEBS NOTES 2-8=-22/213, 2 -7= 534/162, 3 -7 =- 43/460, 3 -6- 945/411, 1 -8= -7/728 ��C� G B / 1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right 4 4 -fF exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2 j � • g • � • E t' 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1, Lu= 50-0 -0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. / Tor 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. �A Q C.' � ! ,� 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit , . _ rL: . between the bottom chord and any other members. 6 _- 8) Refer to girder(s) for truss to truss connections. 'frier -0 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EXPIRATION DATE: 06/30/08 May 28,2008 0 ® WARNING - Ver4jtj design parameters and READ NOTES ON TIDE AND INCLUDED MITER REFERENCE PAGE 11977 -7473 BEFORE UJ88. / *� only with Design valid for use only MiTek connectors. This design is based only upon parameters shown. and Ls for an individual building component. @i�>/Yi��q Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown .....Is for.laterol support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the .. �y��� ®k - - •- -- - - erector. Additional permanent bracing of the overall structure Is the responsibflty of the building designer. For general guidance regarding POWER TO PWIFOR.a fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plote Institute, 583 D'Onofno Drive. Madison, WI 53719. Citrus Heights, CA, 95610 IJob Truss Truss Type Qty Ply 804044 - Polygon N.W. -AB -A1 R28563179 ;04044 D6 MONO CAL HIP 1 1 .Job Referencelnotiaonl) BMC West - Sherwood, Sherwood, Or. 97140 17 -11 -0 6.500 s Apr 2 i997 IIliTek Industries, Inc. Tue May 27 11:42:12 2008 Page 1 I 2-9-13 I 5-2-15 6-7-2 I I 10-6-12 1 2 -9-13 2 -5-2 3 1-4-3 3 -11 -10 5.00 FIT 4x5 Scale . 1:38.1 3x4 = 2x4 11 2 10 4 11 5 3x4 % �� �y I, V A' ii 11 n P ,, 7 18 12" ►_. r � 9 7 06 8 17. 2z9 I 3x8 = 3x5 = I 7 -0 I 2 -9-13 I 10-6-12 17 -MI 2 -9-13 7 -8-15 GENERAL REPAIR NOTES: THIS REPAIR IS FOR CUTTING TRUSS AND MOVING BRG 0-1 -8 FROM RIGHT AS SHOWN. = 1. INSERT 2 X 4 HF STD NEW MEMBER AS SHOWN 2. ATTACH 1/2" CDX, STR. 1, PLYWOOD GUSSET TO EACH FACE OF TRUSS WITH 10 D. COMMON NAILS ( 0.148" X 3.0 ") @ 6" O.C., 2 ROWS 2X4, 1 ROW 6" O.C. 2X3 WITH MINIMUM AMOUNT OF NAILS SHOWN CIRCLED PER FACE OF EACH MEMBER. ' NOTE: 15/32, EXP. 1, 32/16 SPAN RATED O.S.B. MAY BE SUBSTITUTED FOR PLYWOOD. LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 11defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) - 0.07 6-7 >999 240 MT20 185/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) - 0.17 6-7 >701 180 TCDL 7.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 • Code IBC2006/fPI2002 (Matrix) Weight: 60 lb BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 5-62X4 HF Std, 1- 82X4HFStd REACTIONS (113/size) 6= 485 /Mechanical, 8= 525/0 -5-8 Max Horz 8= 132(LC 5) Max Uplift 6= 265(LC 5), 8=- 177(LC 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-279/165, 2-3=-65/0, 2-10=-262/322, 4 -10 =- 262/322, 4-11 =- 32/71, 5-11=-32/71, 5-6=-115/52, 1-8=-524/191 BOT CHORD 8- 9 =0/0, 7-8=-68/1, 6- 7=- 118/254 WEBS 1-7=-188/472, 2 -7= 287/282, 4-7=-95/75, 4-6=-381/321 _ NOTES D P R Q 1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right FA expo ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. '''\-- '.'9. ` tSi 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1, Lu= 50-0 -0 °� 9 , 3) Unbalanced snow loads have been considered for this design. '(Sr y 4) Provide adequate drainage to prevent water ponding. i w ;j. Q ' E, r 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit vii between the bottom chord and any other members. e'',. cr 8) Refer to girder(s) for truss to truss connections. .o O' % GO' tb 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I - PI 1. � J.: 4n LOAD CASE(S) Standard �I� R 1 G I EXPIRATION DATE: 06/30/08 May 28,2008 I -.. , .... s ® WARMNG - Verify design par.araetess and READ NOTES ON 77115 AM) INCLUDED MITRK REPSRENCE PAGE MIT -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design s based only upon parameters shown, and is for on Individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown .... • is-for lateral support ofindividual web members on Additional temporary bracing to insure stability during construction is the res onsbllli of.the - • - � PP N•' P ry 9 nY 9 P N - �: �. .:.: .-� -: erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,,,...me.. fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB -89 and BCSI1 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. Citrus Heights, CA 95610 • IJob Truss Truss Type Qty Ply 804044 — Polygon N.W. —AB -A1 R28563180 304044 DS1 MONO TRUSS 1 1 -Job Reference lootionall BMC West — Sherwood, Sherwood, Or. 97140 19-2-0 6.500 s Apr 2 2007 MiTek Indust!I pc. Tue May 27 11:42:14 2008 Page 1 1 -1 -8-0 1 8 -5-13 I 11 - 1 17 - 1 1 -8-0 6-5-13 4-11-11 5-6-8 . 5.00 12 6 3x5 II Scale = 1:47.5 I1 I 1One 8 X 12" 3x4 i r 5 5x5 % 27 N d 4 tei • 3 • r/ 411. o 2 „dg egilld 1 MI■IlL9 • 24" X 24" 3x6 = 26 8 19-2 -0 3x4 = 0 - 1 8 4x5 = 9-5-13 17-0-0 GENERAL REPAIR NOTES: 9-5-13 74.3 THIS REPAIR IS FOR CUTTING TRUSS AND MOVING BRG 0-1 -8 FROM RIGHT AS SHOWN. / //,/, 1. INSERT 2 X 4 HF STD NEW MEMBER AS SHOWN 2. ATTACH 1/2" CDX, STR. 1, PLYWOOD GUSSET TO EACH FACE OF TRUSS WITH 10 D. COMMON NAILS ( 0.148" X 3.0 ") (8 6" O.C., 2 ROWS 2X4, 1 ROWS" O.C. 2X3 WITH MINIMUM AMOUNT OF NAILS SHOWN CIRCLED PER FACE OF EACH MEMBER. NOTE: 15/32, EXP. 1, 32/16 SPAN RATED O.S.B. MAY BE SUBSTITUTED FOR PLYWOOD. '1- - 'ii e . - 'v - -: s • •i -s 0- - . ''0- • a -0 3-, • I -0 LOADING DING (p525 5.0 SPACING 2 -0-0 CSI DEFL in (lac) I/defl LJd PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.67 Vert(LL) -0.14 2 -8 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.37 2 -8 >537 180 BCLL 0.0 • Rep Stress Incr YES WB 0.56 Horz(TL) 0.03 7 n/a n/a BCDL 10 0 Code IBC2006/TPI2002 (Matrix) Weight: 101 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3 -3-1 oc purlins, except BOT CHORD 2 X 4 DF No.2 end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 5-0-8 oc bracing. OTHERS 2 X 4 HF Std WEBS 1 Row at midpt 6-7, 5-7 REACTIONS (lb /size) 2= 828/0 -5-8, 7= 693/0 -5-8 Max Horz 2= 237(LC 14) Max Uplift2=- 888(LC 13), 7=-145(LC 14) Max Gras 2= 1547(LC 10), 7= 893(LC 9) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/71, 2-3=-2969/1874, 3-4=-2038/1201, 4-27=-1500/949, 5-27 =- 1452/747, 5-6 =- 689/607, 6-7=-239/55 BOT CHORD 2 -26=- 1572/2501, 8 -26= 225/1153, 7-8=-56/688 WEBS 3-8 =- 397/195, 5-8=-54/496, 5-7=-898/201 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW i. • LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL -&��, NOTES SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE B' c/ f. . 6c5' 1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 4.2psf; BCDL =5.0psf; Category II; Exp B; enclosed; C -C Exterior(2); cantilever left and right C. � N 0 /� exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable 4� 1 - F End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. �' 3) TOLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 / ' 4) Unbalanced snow loads have been considered for this design. _,, . . 5) This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times Flat roof load of 25.0 psf on overhangs' non - concurrent with other live loads. 4'' la,' r � 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s ' � • '` �J -' - 7) All plates are 2x4 MT20 unless otherwise indicated. 'T 41 , .,d f-?t i 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Gable studs spaced at 2 -0-0 oc. � ` 10) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ( EXPIRATION DATE: 06/30/08 12) This truss has been designed for a total drag load of 1600 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2 -0 -0 May 28,2008 for 800.0 pH. / � WA FIG - VertJll design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF ERENCE PAGE M17.74 T3 BEFORE USE � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown . - • , . ,Istor.lateratsupport,ot individual web members only.:Additional.temporary. bracing to Insure stability during construction is the responsBailllty.of the.......... . , .■ .... .IVI� IPr � • , : erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, derivery, erection and bracing, consult ANSI/TPI1 Quality Ct terta, DSB-89 and BC511 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive. Madison, WI 53719. Citrus Heights, CA, 95610 Symbols Numbering System t General Safety Notes PLATE LOCATION AND ORIENTATION y 134 Center plate on joint unless x, y Failure to Follow Could Cause Property a offsets are indicated. EMI. I 6-4-8 I dimensions shown in ft -in- sixteenths Damage or Personal Injury Dimensions are in ff in- sixteenths. (Drawings not to scale) 11114 py p 1. Additional stability bracing for truss system, e.g. and fully embed lates to both teeth. sides of truss v g v diagonal or X- bracing, is always required. See BCSII. 0 t n . - /j 6 1 2. Truss bracing must be designed by an engineer. For . 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS C23 may require bracing, or alternative T. I. or Eliminator cr_ bracing should be considered. r or 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate = O U designer, erection supervisor, property owner and • • plates 0 -'n6' from outside U all other interested parties. edge of truss. a ; C7.-E1 ce-6 O 5. Cut members to bear tightly against each other BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 joint and embed fully. Knots and wane at joint required direction of slots in 6 5 locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment i Plate location details available in MiTek 20/20 in accord w th ANSI/TPI 1 . software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 4 x 4 width measured perpendicular NUMBERS /LETTERS. 10. Camber is a non-structural consideration and is the • responsibility of truss fabricator. General practice is to t • o slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. • ICC -ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that i ��� Indicated by symbol shown and /or by text in the bracing section of the ESR 131 1, ESR -1352, ER -5243, 96048, specified. 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER -487, NER -561 spacing indicated on design. if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. *IMMO I Indicates location where bearings © 2006 MTek ®All Rights Reserved (supports) occur. Icons vary but 16. Do not cut or alter truss member or plate without prior reaction section indicates joint approval of an engineer. 1•11116a BIM number where bearings occur. SIB ® 17. Install and load vertically unless indicated otherwise. _� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI /TPII : National Design Specification for Metal 1 9. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. m and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient. BCSI1: Building Component Safety Information, • Guide to Good Practice for Handling, 20. Design assumes manufacture in accordance with ' POWER ro PERFORM.'" ANSI /TPI 1 Quality Criteria. Installing & Bracing of Metal Plate ..,Connected Wood Trusses. MiTek Engineering- ° aference Sheet: MII -7473 NMI ® saae 058- I C'r_on-kr\a it J LIV POWER TO PERFORM.' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: 804044 Fax 916/676 -1909 804044 -- Polygon N.W.--AB-Al B4.1P. 2co6. 00 277 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC West- Sherwood, OR. Pages or sheets covered by this seal: R28563174 thru R28563180 My license renewal date for the state of Oregon is June 30, 2008. `(' c P8 afie ' C " M � / fig ct` 16890PE <' v. OR ` ii „,o) .i lk/ EVRATI0;•sA '.06130/08 May 28,2008 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI -1995 Sec. 2.