Loading...
Specifications 7 Ftna MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Re: 504142 Fax 916/676 -1909 504142- -Scott Hall 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: R 16192096 thru R16192101 My license renewal date for the state of Oregon is December 31, 2005. PR OF e c4 66808PE -5 0 OREGON <9. • • 2 1 A' EXPIRATION DATE 12..5 O , , April 21,2005 Anderson, Bob 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. Job, Truss Truss Type Qty Ply 504142 –Scott Hall R16192096 504142 Al ROOF TRUSS 24 1 Job Reference (optional) BMC West– Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Apr 20 15:14:26 2005 Page 1 -1.6 -0 ( 4.6 -4 8-6 -0 12 -5 -12 17 -0 -0 18 -6-0 1-6 -0 4-6 -4 3 -11 -12 3 -11 -12 4-6 -4 1-6 -0 Scale = 1:34.0 4x4 MI120= 4 / > 00i5x4M l • • 7 3x5 M1 120 3x5 M1120 3x8 MI120= 8-6-0 17 -0 -0 1 8-6 -0 8-6 -0 Plate Offsets (X,Y): [2:0 -2- 10,0 -1- 8],[6:0 -2- 10,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.08 6 -8 >999 240 MI120 1971144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.25 6 -8 >806 180 TCDL 7.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 64 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5 -5 -3 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF Stud REACTIONS (Ib /size) 2= 805/0 -5 -8, 6= 805/0 -5 -8 Max Horz2= 79(load case 7) Max Uplift2=- 132(load case 7), 6=- 132(load case 8) Max Grav2= 974(load case 2), 6= 974(load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/75, 2 -3 =- 1241/114, 3 -4 =- 841/76, 4 -5 =- 841/76, 5 -6 =- 1241/114, 6 -7 =0/75 BOT CHORD 2 -8 =- 100/1017, 6 -8 =- 33/1017 WEBS 3 -8 =- 435/116, 4- 8= 0/450, 5 -8 =- 435/117 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs 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. 5, n f R r . 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. s--°- fi r( j 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard .�1 -S OREGON ; 8j *✓ twR . `� , ✓ moo ;__ X P I ` .'. ; ' ' (`` -) April 21,2005 'll :; , r K1 ..:..' C " ... .�.�, ..::,--CT1 ` I iri : 'a,. -a ' •u:'�t,?ts r. .,..'..— _;.-� _.,. ' y ....::1Z'.Nx: .. .. . , . r.S�,. n, T .�,,,, _ .n_�.. , 111 ,"i 1 ;1 M111 ,. . ° ' , , WARNING - Ver1/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE f01 -7473 BEFORE USE. 7777 Greenback Lan >G"3 D ag esign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 1 1. 1 Citrus Heights, CA, 95610 I ' Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ISM 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 rBI�� �/ Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. y Y ®III Job Truss Truss Type Qty Ply 504142 –Scott Hall R16192097 504142 A2 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Apr 20 15:14:27 2005 Page 1 -1-6 -0 4-6 -4 8-6-0 1 -6-0 4-6 -4 3 -11 -12 0-6 -0 4x4 MII20= Scale = 1:30.4 2x4 MI120 I 4 55 6.00 12 1.5x4 MI120 I I 3 p 2 ■, 3x4 M1120 % 7 6 3x4 MI120= 1.5x4 M1120 II 4-6-4 9 -0-0 4-6 -4 4 -5 -12 Plate Offsets (X,Y): (2:0 -2- 10,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.80 Vert(LL) -0.03 7 >999 240 MI120 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.18 Vert(TL) -0.05 2 -7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 38 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb/size) 2= 486/0 -5 -8, 6= 353/Mechanical Max Horz 2= 141(load case 6) Max Uplift2=- 106(Ioad case 7), 6=- 57(load case 7) Max Grav2= 693(Ioad case 2), 6= 459(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/75, 2 -3 =- 681/30, 3 -4 =- 693/104, 4- 5=- 210/70, 5-6 =- 402/77 BOT CHORD 2- 7=- 52/519, 6- 7= -29/37 WEBS 3 -7 =- 456/129, 4- 7=- 106/713 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs 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. I', � � 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. -�1"° , 7) A plate rating reduction of 20% has been applied for the green lumber members. c l y t i ,' L ^ S 8) Refer to girder(s) for truss to truss connections.` � � 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 66803P E LOAD CASE(S) Standard O�° r r f` (')RF(i*0N `., <- u 0 U {1, r 01 - '.`�' f EXPIRATION DATE: 12- 3 -05 � April 21,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE. 7777Greenback Lane sJri® a. Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite iu 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights. CA, 95610 t= Design valid for use only with �� A PP Y 9 P P P P P P Y 9 9 9 9 1■1•Imi r■irm. 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 &� " fabrication. quality control. storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component 6 Safety Information as- ailable from truss Piate Institute, 583 D'Onotrio Drive, Madison, WI 53719. — — - -_ -- — �j Job Truss ' Truss Type Qty Ply 504142 —Scott Hall R16192098 504142 A3 ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Apr 20 15:14:28 2005 Page 1 -1-6-0 6 -0-0 1-6-0 6 -0-0 3 Scale = 1:18.9 6.00 12 3 2 i =, 4 2x4 M1120= 6 -0-0 6 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 2 -4 >999 240 MI120 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.16 2 -4 >419 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 20 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 3= 164/Mechanical, 2= 366/0 -5 -8, 4= 57/Mechanical Max Horz2= 123(load case 5) Max Uplift3=- 77(load case 5), 2=- 82(load case 5) Max Grav3= 164(load case 1), 2= 366(load case 1), 4= 113(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/75, 2- 3= -92/60 BOT CHORD 2 -4 =0 /0 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard � ' S> `6J 6 6808P 1'.- S ;. 5 j , • `� OR EGON 0 r C. A^ EX?' O( DATE. 12 - 31 - 05 April 21,2005 a"'�"c /1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. 7777 Greenback Lane i- �Sm Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Cure 109 N us Heights. CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � =r_ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �;. t. in erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. de.ivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, 058 -89 and BCSI1 Building Component A 'Tek ® Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. 1�' Job Truss Truss Type Qty Ply 504142 —Scott Hall R16192099 504142 AGI FLAT 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Apr 20 15:14:30 2005 Page 1 3x4 MI120= 2-0-0 1.5x4 MI120 I I 1 2 -0-0 2 Scale = 1:22.0 1111 II p .M IIIIA 1.5x4 MI120 II 2 -0-0 3x4 MI120= 2 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.00 3 -4 >999 240 MI120 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.01 3 -4 >999 180 TCDL 7.0 Rep Stress Ina NO WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 15 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 4= 198/0 -5 -8, 3= 198/0 -5 -8 Max Horz4=- 117(load case 3) Max Uplift4=- 164(load case 3), 3=- 164(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 4=- 113/153, 1 -2 =- 26/33, 2- 3= -57/20 BOT CHORD 3- 4= -84/92 WEBS 1- 3=- 145/145 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Girder carries tie -in span(s): 9 -0 -0 from 0 -0 -0 to 2 -0 -0 .c P R 0,, 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). :G ' et, c LOAD CASE(S) Standard ' p•-• J J1 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 ''°- y^ 16303 P Uniform Loads (plf) Vert: 3- 4=- 157(F= -137), 1-2 'f ' f i f1 i. 0 AF -, r , '2 , (; ` April 21,2005 78 1-rc t i .-, w"5`°. : 3135 1 v.. 1 13ai ,7831 . _ „77 GGM-; :. ., rz 7.. ? � p 21 WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citr 109 I hl? .. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ci[rus Heights, CA, 95610 == is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the m ii a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding C� fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSI1 Building Component ®� tr Safety Information available from Truss Plate Institute. 583 D'Orsofrio Drive, Madison, WI 53719. Atl1 �' Job Truss Truss Type Qty Ply 504142 —Scott Hall R16192100 504142 AG2 FLAT 1 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Apr 20 15:14:30 2005 Page 1 3x4 MI120= 1.5x4 MI120 I I 11 2 -0 -0 2 2 -0 -0 Scale = 1:17.5 ∎/ 1.514 MI120 11 2 -0-0 3x4 MII2p= 2 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 3 -4 >999 240 M1120 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.00 3 -4 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 BCDL 10.0 (Matrix) Weight: 131b LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purlins, except BOT CHORD 2 X 4 DF No.2 G end verticals. WEBS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb/size) 4= 142/0 -5 -8, 3= 142/0 -5 -8 Max Horz4=- 88(load case 3) Max Uplift4=- 98(load case 3), 3=- 98(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 57/96, 1 -2 =- 19/25, 2 -3= -57/20 BOT CHORD 3 -4= -63/69 WEBS 1 -3= -87/87 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. 3) Provide adequate drainage to prevent water ponding. 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. tc 8) Girder carries tie -in span(s): 6 -0 -0 from 0 -0 -0 to 2 -0 -0u 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). j N` LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 ( Ci2" (j;e, P ? " Uniform Loads (plf) Vert: 3- 4=- 94(F = -74), 1 -2 = -64 r i ,` Pt/ ( - XP.,PA ON :';:T_. 12 -31 -05 April 21,2005 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 A Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610� P Y 9 P P P P P P Y 9 9 9 9 ��_� 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTek °] Job Truss Truss Type Qty Ply 504142 —Scott Hall R16192101 504142 AGE ROOF TRUSS 2 1 Job Reference (optional) BMC West -- Sherwood, Sherwood, Or. 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Apr 20 15:14:32 2005 Page 1 1 -1-6 -0 1 8-6 -0 1 17 -0-0 18 -6 -0 1-6 -0 8-6 -0 8-6 -0 1-6-0 Scale = 1 ,36.5 4x4 MI120= 6 1.5x4 MI120 11 in 1.5x4 MI120 11 5 7 6.00 FY 1.5x4 M1120 11 1.5x4 MI120 11 4 8 1.5x4 MII20 II ^ e 1.5x4 MI120 11 i Y 3 9 ii <7 2 e P 1111111iiii.... 10 e t -• i• 9; i i .'i i ri'l'l i'i'i 4 . ❖i i i•P:'i :•. i i'l'l'; r• :•; ncc. ; %•:•;Wc i .: i KAN • i • i; * ;•;c 'i i i i i i' 11 p •••••••••••••••••••••••••••• �i i i i i i i i i ii • : • i � • i ii'� i i ••� i •'i' i i i iiiii i iiiiiiiii i•�•�•�•�•�•�•�•�•�•�i • • i i i • J OL0000000000•. • • .000•. 3x4 MI120= • 1' 17 16 15 14 13 12 3x4 MI120= 1.5x4 MI120 1 1 1.5x4 M1120 1 1 1.5x4 M1120 1 1 1.5x4 MI120 1 1 1.5x4 MI120 1 1 1.5x4 M1120 I I 1.5x4 MI120 I I 17-0-0 17 -0 -0 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.03 11 n/r 120 MI120 185/148 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 11 n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 10 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 73 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 HF Std REACTIONS (lb /size) 2= 226/17 -0 -0, 10= 226/17 -0 -0, 15= 153/17 -0 -0, 16= 168/17 -0 -0, 17= 168/17 -0 -0, 18= 172/17 -0 -0, 14= 168/17 -0 -0, 13= 168/17 -0 -0, 12= 172/17 -0 -0 Max Horz2= 79(load case 7) Max Uplift2=- 63(load case 7), 10=- 78(load case 8), 16=- 38(load case 7), 17=- 48(load case 7), 18=- 19(Ioad case 7), 14=- 36(load case 8), 13=- 49(load case 8), 12=- 19(load case 8) Max Grav2= 328(load case 2), 10= 328(load case 3), 15= 153(load case 1), 16= 244(load case 2), 17= 234(load case 2), 18= 234(Ioad case 2), 14= 244(load case 3), 13= 234(load case 3), 12=234(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/73, 2 -3 =- 78/37, 3 -4 =- 59/57, 4 -5 =- 58/78, 5 -6 =- 62/95, 6 -7 =- 62/89, 7 -8 =- 58/55, 8 -9 =- 59/28, 9 -10 =- 78/34, 10 -11 =0/73 BOT CHORD 2 -18 =0/71, 17 -18 =0/71, 16 -17 =0/71, 15 -16 =0/71, 14 -15 =0/71, 13 -14 =0/71, 12 -13 =0/71, 10 -12 =0/71 WEBS 6 -15 =- 113/0, 5 -16 =- 205/59, 4 -17 =- 191/63, 3 -18 =- 205/56, 7 -14 =- 205/58, 8 -13 =- 191/63, 9 -12 =- 205/56 NOTES 1) Wind: ASCE 7 - 98; 9omph; h =25ft; TCDL= 4.2psf; BCDL= 5.Opsf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right 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 MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp B; Fully Exp. r PR OP 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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. «' %ti.)8t.j 8 .' 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2 -0 -0 oc. , 10) A plate rating reduction of 20% has been applied for the green lumber members. ? 11) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - q LOAD CASE(S) Standard. . n? "a' D EXP RAT ON DATE: 12-31-05 . April 21,2005 ,zs. , F ,.�"A'v,:u4' E-:u a a ,..�wr - , •; ::d' r,.; WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. 7777 Greenback Lane O® Design valid for use only with ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 C � MiW Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA. 95610= ter. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - °Uj,: t erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i1 �' fabrication, quality control. storage, deivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB -89 and BCSI1 Building Component A ...■ e ��� Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Mad M Madison, WI 53719. , ,ek Symbols Numbering System .~"'..lMVI)N General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4' * Center plate on joint unless x, y Injury Damage or Personal In offsets are indicated. 6 - - dimensions shown in ft -in- sixteenths 9 y r a= Dimensions are in ft -in- sixteenths. I4 k Appl plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely y seat. diagonal or X- bracing, is always required. See BCSI1. 0 _1 /iQ , 2. Never exceed the design loading shown and never 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS MIIIIIIIE _ 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and IM Op WEBS 4 o all other interested parties. For 4 x 2 orientation, locate = O 4. Cut members to bear tightly against each other. plates 0 -" ' from outside U edge of truss. O 5. Place plates on each face of truss at each ~ C7-8 C6 -7 C5-6 joint and embed fully. Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TRH . *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI 1. connector plates. *Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non - structural consideration and is the The first dimension is the width NUMBERS /LETTERS. responsibility of truss fabricator. General practice is to 4 x 4 perpendicular to slots. Second camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and if, Indicated by symbol shown and /or BOCA 96 -31, 95 -43, 96 -20 -1, 96 -67, 84 -32 in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing ICBO 4922, 5243, 5363, 3907 if indicated. 12. Top chords must be sheathed or purlins provided at SBCCI 9667, 9730, 9604B, 9511, 9432A spacing shown on design. BEARING 13. Bottom chords require lateral bracing at 10 ft. spacing, 1 Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. IMO reaction section indicates joint number where bearings occur. ®® 15. Do not cut or alter truss member or plate without prior � approval of a professional engineer. Industry • Standards: MINSVI IS 16. Install and load vertically unless indicated otherwise. ANSI /TPII : National Design Specification for Metal MiTek Plate Connected Wood Truss Construction. DSB -89: Design Standard for Bracing. � w BCSI1: Building Component Safety Information, .° Guide to Good Practice for Handling, i.�~■ Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 © 2004 MiTek® • • • • • 1 I 0 • • < ( 7)A1 (6)A1 < (11 )A1, Q 0 N N ! 0 Q Q .- —( i r J AG1 AG1 E • AG2 AG2 i ,': • • • 51'0 "0 > • • SHOP DRAWING APPROVAL C UStomer Name: Pro DC1 Name / Plan #: T HIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION Of • ) TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR • • • • • S.c of 1 1 �� 1 C� CO �* LI /, I OTHER TRU LAYOUTS. REVIEW AND APPROVAL OF THIS • L s 1 JV ` BUILDING MATERIALS CHANGES TXABWILL RESULIN E %RA CHARGES TO V • • Customer Address SrteC°nlact S"eAdd''9095 S SW 66TH • • • S"e Phone " Tigard, OR. TRUSS DIVISION Office Phone Prtch: Overhang', Dale: Job A' P om.. 20285 S .W Cipole Rd. ARP by (503) 246 -3146 6/12 1' - 6" 04 -13 -05 504 -142 Sherwood, Or. 97140 • • Office Fax Celhng P"ch: Loading Wall Sae / Plate Sae: fl rawn By Phone#: (503) 925 -8787 Flat 42# 25,7,0,10 2 X 6 SV Fax#: (503) 825575