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. • Symbols Numbering System A General Safety Notes • PLATE LOCATION AND ORIENTAT 3/ Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft -in- sixteenths Damage or Personal Injury rte Dimensions are in ft -in- sixteenths. (Drawings not to scale) ii4 Apply ull py lates embed to both sides teeth of truss 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSII. 0 . � , 2. Truss bracing must be designed by an engineer. For T 6 1 2 3 wide truss spacing, individual lateral braces themselves TOP CHORDS may require bracing, or alternative T, I, or Eliminator bracing should be considered. irillip 3. Never stack exceed materials the on design inadequately bloading shown raced trusand ses. never I I ; 1i 4. Provide copies of this truss design to the building For 4 x 2 o rientation, locate ® U designer, erection supervisor, property owner and plates 0 -'nd' from outside 0°- - all other interested parties. edge of truss. ,- O 5. Cut members-to bear tightly against each other. C7-8 C6 -7 C5-6 I--- BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 • 7 6 5 . . ,joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. - - -' 7. Design assu misses will b suitably protected from . the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 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 10. Camber is 6 non structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. NUM responsibility of IRAs fabricator. General practice is to to slots. Second dimension is - camber for dead load deflection. the length parallel to slots. 11. Plate type, srze, 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 �ij Indicated by symbol shown and /or ESR -1311, -1352, ER 5243, 9604B, specified. by text in the bracing section of the 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. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MiTek® All Rights Reserved approval of an engineer. ��� reaction section indicates joint number where bearings occur. i - 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: ANSI /TPII : National Design Specification for Metal project engineer before use. 1 9. Review all portions of this design (front, back words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB -89: Design Standard for Bracing. is not sufficient. BCSII : Building Component Safety Information, 2 0: Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM.' ANSI/TPI 1 Quality Criteria. 1 Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineerli( erence Sheet: MU-7473 ( ( 1 j067ov — O2 x -93 /0737 S.e.....) No./et-44i • Job Truss russ Type Qty Ply J09— Polygon N.W.— H /G /G1 /H R25566386 705309 F7 MONO TRUSS 1 1 • . Job Reference (optional) BMC West Sherwood, Sherwood, Or 97140 6.100 S Sep 17 2004 MiTek Industries, Inc. Wed Jun 06 11:42:25 2007 Page 1 4.3 -7 l 8 -8 -7 l 13-5 -0 l 19 -4 -13 l . 4-3-7 4 -5 -1 4 -8 -9 5 -11 -13 7 'a 7.00 Iii )y Scale = 1:66.6 5 -7 d CLUSTER CNAILS PER MEMBER 2x4 II 3x4 7 6 + + / � 4x5 i 5 v • C,',? 4 1. 2x4 s'I -5 . /N5 3 2 4X4 MIN. PLATE REMA NS 8x8 II 4x5 = 9 4x10 "2 6x6 = • 0 - 2 - STUB I 6-5-15 I 13 -5 -0 I '6.5 -15 . . 6 -11 -1 GENERAL REPAIR NOTES: ' THIS REPAIR IS FOR STUBBING RIGHT END OF TRUSS 0-2 -0 AS SHOWN. /F/ 1) ATTACH 2X8 DF No.2&Btr SCAB AS SHOWN TO EACH SIDE OF TRUSS WITH 10D COMMON NAILS ( 0.148" X 3.0 ") ©6" 0.C:„ ROWS AND WITH CLUSTER NAILS SHOWN CIRCLED 2) THIS REPAIR IS APPLICABLE TO TRUSS F6 (JOB 705309) ALSO . Plate Offsets (X.Y): 11:0 -4- 12,0 -0-101 ' LOADING (psf) SPACING 2 -0 -0 CSI DEFL " in (lac) Ildefl Lid PLATES GRIP T�LL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) =0:10 8 -9 >999 240 MT20 ' 185/144 f Snow =25.0) 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.19 8 -9 >854 180 bt LL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) -0.05 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 87 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 . TOP CHORD , Structural wood sheathing directly applied or 2 -5 -4 oc purlins, except • BOT CHORD 2 X 6 DF No.2 end verticals. . WEBS 2 X 3 SPF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 5 -3-14 oc bracing. 6 -8 2 X 4 HF Std • WEBS 1 Row at midpt . 6 -8, 4 -8 SLIDER Left 2 X 6 DF No.2 2 -5 -13 • QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (lb/size) 1= 1359/0 -- 5 -8, 7= 156 /Mechanical, 8= 1625/0 -3 -8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz 1= 1359/ case 4) -SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uptift1=- 1429(load case 14), 7=- 54(load case 15), 8=- 229(load case 15) Max Grav1= 2781(load case 9), 7= 157(toad case 8), 8= 1691(load case 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 3973/2374, 2 -3 =- 3471/1952, 3-4 =- 2885/1579, 4 -5 =- 943/855, 5-6=-583/452, 6-7 =- 117/59, 6 -8=- 407/106 BOT CHORD 1 -9= 2076/3242, 8- 9=- 1136/1737 WEBS 3 -9= 368/254, 4- 9=- 279/1514, 4-8= 1151/205 ' NOTES P 1) Wind: ASCE 7 -98; 90mph; h= 25ft;'TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and "< <'' CC Op s C. right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. � � NG1NE � / 2) TCLL: ASCE 7 -98; Pf =25.0 psf (flat roof snow); Exp.B; Fully Exp. (j . . 3) This truss has been designed for a psf bottom chord live load nonconcurrent with any other live loads. - 1 7 4) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. Z 6 :�' 5) Refer to girder(s) for truss to truss connections. fir 6) This truss is designed In accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i 7) This truss has been designed for a total drag load of 165 pit. Connect truss to resist drag loads along bottom chord from 0 -0-0 to 13 -5 -0 1 f+j for 165.0 plf. C O i 8) Girder carries tie -In span(s): 8 -0-0 from 0 -0-0 to 13-6 -0 ,� ��� �� �g 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 'V l e eR r '� f� LOAD CASE(S) Standard R �` S - � 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) [ EXPIRATION DATE: 06/30/08 Vert: 1- 8 =143(F =123), 1-6=-64, 6 -7 = -64 • June 7,2007 .✓ ■ ® WARNING - Verify design parameters and h4t READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEPBIM= USE. ��' Design valid for use only with ek connectors. This design is 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 of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Powe.,r. Pe.re.» fabrication, quality control, storage. delivery, erection and bracing, consult AN5I/TPI1 Quality Criteria. DSB -89 and BC511 Building Component 7777 Greenback Lane, Suite 105 Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. _ Citrus Heights,' CA, 95610 Job Truss russ Type Qty Ply 309 - Polygon N.W.-- H /G /G1 /H R25566384 705309 F5 MONO CAL HIP 1 1 • I Job Reference (optional) BMC West - Sherwood, Sherwood, Or 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Jun 06 11:42.21 2007 Page 1 I -1 -6-0 1 4 -4 -6 I 9-0 -14 91p -13 13-6 -0 I 1 -6 -0 4 -4 -6 4-8 -8 5-3-15 4 -1 -3 5x8 = Scale = 1:40.3 ' 4-5 2x4 II 4 5 CLUSTER NAILS PER MEMBER � - di � ,�, - , l 7.00 I t z 3x4 i v _ §4 3x4 II 2 % qI . �� .. %ii ; - lea 8 • 8 7 STUB 0 -. • 6 3x8 = 3x4 = 3x4 = I 9 -0-14 I 13-6-0 I 9 -0-14 4-5-2 • GENERAL REPAIR NOTES: THIS REPAIR IS FOR STUBBING RIGHT END OF TRUSS 0-2 -0 AS SHOWN. 1) ATTACH 2X8 DF No.2 &Btr SCAB AS SHOWN TO EACH SIDE OF TRUSS WITH 10D COMMON NAILS ( 0.148" X 3.0 " @ 6" O.C., 1 ROWS AND WITH CLUSTER NAILS SHOWN CIRCLED Plate Offsets (X.Y): [4:0- 4- 0.0 -1 -21 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.10 7 -8 >999 240 MT20 185/144 (Rapf Snow =25.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.26 7 -8 >616 180 7.0 Rep Stress Incr YES WB 0:82 Horz(TL) 0.01 6 n/a n/a BCDL 10,0 Code IBC2003/TPI2002 (Matrix) Weight: 67 lb 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. • 5-6 2 X 4 HF Std, 2-8 2 X 4 DF No.2 REACTIONS (lb /size) 6= 548/0 -3 -8, 8=667/0-58 ' Max Horz 8= 150(load case 6) - Max Uplift6=- 31(Ioad case 6), 8= 52(Ioad case 7) Max Gray 6= 548(Ioad case 1), 8= 890(Ioad case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/95, 2- 3=- 458/0, 3-4=-502/30, 4 -5=- 25/49, 5-6=- 196/47, 2 -8= 507/31 BOT CHORD 7 -8= 80/650, 6 -7= 41/329 WEBS 3 -7 =- 371/77, 4- 7= 0/345, 4-6 =- 561/21, 3-8=-481/126 . NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; MWFRS interior 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. � c- 3 P R 0i' 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. RC N 3I N . cS'ZZ 5) Provide adequate drainage to prevent waterponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 • - - • e E r 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard 0 �r.1 ,/ X 0 3 . . 0, -' 8 R N 'r te . ( EXPIRATION DATE: 06 /30/08 June 7,2007 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE131 -7473 BEFORE USE. 11 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 responsibirity 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 o MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r wee.= r.rro Fabrication, quality control- storage, delivery. erection and bracing, consult ANSI/IPI1 Quality Criteria, 059-89 and BCSi1 Building Component 7777 Greenback Lane, Suite 109 Safety information available horn Truss Plate Institute. 583 D'Onotrw Drive, Madison. WI 53719. Citrus Heights, CA, 95610 • Job Truss uss Type (Ay Ply 09 -- Polygon N.W.- H /G /G1 /H R25566383 705309 F2 COMMON B 1 ,Job Reference (optional) BMC West - Sherwood, Sherwood, Or 97140 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Jun 06 11:42:20 2007 Page 1 I - 1 -6 -0 I 6 -9 -0 13-5 -0 1 . 1 -8 -0 6.9 -0 6-8 -0 4x4 = Scale e 1:31.5 3 de. CLUSTER ©NAILS PER MEMBER 700 12 3 STUB a- 13 • 3x10 % 3x1 3X10 MIN PLATE REMAINS 4 Illikk � _* 7 9, I j i a I� �∎ �%'.' , a • • 6 354 I axe = 3 11 ' MIN PLATE REMAINS 1 6 -g -0 1 13-5 -0 1 6.9 -0 6.8 -0 GENERAL REPAIR NOTES: THIS REPAIR IS FOR STUBBING RIGHT END OF TRUSS 0-2 -0 AS SHOWN. r 1) ATTACH 2X6 DF No.2 &Btr SCAB AS SHOWN TO EACH SIDE OF TRUSS CLUSTER NAILS SHOWN CIRC ED X 3.0 ") @ 6" O.C., 2 ROWS AND WITH LOADING (psf) SPACING '2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.02 6 -7 >999 240 MT20 197/144 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.25 Vert(TL) - 0.06 6-7 >999 180 TEL 7.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 5 n/a n/a 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 58 lb . - 10,0 LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purtins, 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. 2 -7 2 X 6 DF No.2, 4 -5 2 X 6 DF No.2 REACTIONS (lb /size) 7= 662/0 -5 -8, 5= 537/0 -5 -8 Max Horz7= 103(load case 6) • Max Uplift7=48(load case 7), 5=- 1(load case 8) • Max Grav7= 807(load case 2), 5=622(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP•CHORD 1 -2 =0/99, 2 -3= 635/28, 3-4 =- 644/24, 2- 7=- 742/81, 4 -5 =- 560/34 BOT CHORD 6-7= 107/449, 5 -6 =- 37/571 WEBS 3- 6= 0/248, 2 -6 =- 81/327, 4 -6=- 165/306 NOTES 1) Wind: ASCE 7- 98;'90mph; h =25ft; TCDL= 4.2psf; BCDL= 5.0psf; Category II; Exp B; enclosed; MWFRS interior 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. , � PR - 3) Unbalanced snow loads have been considered for this design. ' S 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. �C2� � �GI NE& '�Q 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �C7 it 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. o " 7) 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 ' �/ f'7 . j0 e,' E ere N '` A I EXPIRATION DATE! 06/30/08 June 7,2007 _ r Al WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1HR- -7473 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. MI 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 k the responsibillity of the . MiTek" erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding rowew+o fabrication. quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Calorie. DSB - 89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 %vfgtvg r Elm rim 0 /0 739 0 akdarhaaj Z MileK may: POWER TO PERFORM.' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Fax 916/676 -1909 Re: 705309 705309 -- Polygon N.W.-- H/G /G1 /H The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BM C West- Sherwood, OR. Pages or sheets covered by this seal: R25566383 thru R25566386 My license renewal date for the state of Oregon is June 30, 2008. � a PR OF6- 16890PE % .o OREGON OS / EXPI " ,, 0 1' oaf J30/0 June 7,2007 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.