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Specifications 11065 Al ROOF TRUSS 13 1 Job Reference (optional) _I The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc Tue Jan 27 14:07:25 2004 Page 1 I 9-2-8 16 9.7 I 25 -7 -1 t 33.9.9 f- 42 4 -7 i 50.0.3 __ -_ ___ 57 -9 -4 582.12 9 -2 -8 7'6-15 8 -9 -10 8-2 -8 8 -6 -14 7 -7 -11 7 -9 -1 0-5-8 Scale = 1 97 4 050112 4x6 = 455 = 358 = 6x8 W6= 6x8 WB= 5x7 = 2x4 I; 6x8 WB= 454 = 454 = 29 10 30 11 24 22 1 4x10 = 455 = 26 5 6 27 7 28 8 9 ______u_. q T2 111.. � 111.. r �-- 74 2 3 25 _ 7w� -= u M ml - /-Irr - E / ` 2 W 4 W 6 YJ10 12 3 �l p 1 i • I 23 iN :K . 82 \ CrIl l* 21 31 20 19 32 18 33 17 16 34 15 14 35 13 36 12 658 = 4x6 = 4x4 = 6510 M1118H= 4x4 = 455 = 658 = 555 = 5x10 - 658 = 455 = 1 10 -3 -15 I 19 -7 -4 I 29 -11 -2 I 39 -5 -3 I 47 -9-0 ____ 58 -2 -12 I 10-3-15 9-3-5 10 -3 -14 9 -6.1 8 -3 -13 10-5-12 Plate Offsets (X,Y). [1:0- 0 -0,0 -0 -0 ],[2:0.5- 0,0 -2- 8],[4:0- 2- 8,0 -2- 8],[5:0- 2- 0,0 -2- 8],[7:0- 2- 0,0 -2- 8],[9:0- 2- 8,0 -2 -8] ,[10:0- 0 -0,0 -0- 0],[11:0- 2- 8,0 -1- 0],[12:0- 3- 8,0 -2 -8], [13:0 -1- 12,0 -2 -8], [15:0- 1- 8,0 -2 -8], [16:0- 2- 0,0 -2 -8], [17:0- 5- 0,Edge], [18:0 -1- 12,0 -2 -8], [19:0- 4 -0,Edge], [20 4,0 -2 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft . Ud I PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.57 Vert(LL) -0.46 16-18 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.87 16 -18 >798 240 M1118H 170/148 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.25 12 n/a n/a BCDL . 10.0 Code UBC97 /ANS195 (Matrix) Weight: 395 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . Except: • BOT CHORD 2 X 6 DF No.2 1 Row at midpt 1 -22 WEBS 2 X 4 DF Stud /Std *Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 4 DF 2400F 2.0E - WEBS 1 Row at midpt 21 -22, 11 -12, 4 -20, 5 -18, 7 -15 W12 2 X 4 DF 1650F 1.5E, W13 2 X 4 DF No.2 2 Rows at 1/3 pts 2 -21, 9 -13, 10 -12 See "Web Brace Memo" for 'REACTIONS (lb /size) 21= 2593/0 -5-8, 12= 2583/0 -5 -8 required T -Brace condition Max Horz 21= 272(load case 4) Design of all continuous FORCES (lb) - Maximum Compression /Maximum Tension lateral bracing is by others. TOP CHORD 1 -21 =- 351/2, 1- 22 =0/0, 1 -24 =- 98/109, 2 -24 =- 85/116, 2 -3 =- 4165/50, 3 -25 =- 4154/52, 4 -25 =- 4146/55, 4 -26 =- 5864/16, 5 -26 =- 5851/21, 5 -6 =- 6090/3, 6 -27 =- 6078/4, 7 -27 =- 6078/9, 7 -28 =- 4979/13, 8 -28 =- 4966/16, 8 -9 =- 4953/17, 9 -29 =- 3159/35, 10 -29 =- 3139/38, 10 -30 =- 81/68, 11 -30 =- 75/71, 12 -23 =- 334/8, 11- 23= -333/9 BOT CHORD x_33 = -64/ 6237316 -17 64/623821634 43/5812515 34= 3 43/5812514-15=-35/4420, 14-35=-35/4420, 4/6237, \ \, I P 0 Offff 13 -35 =- 35/4420, 13 -36 =- 43/2515, 12- 36=- 43/2515 N F WEBS 2 -21 =- 4329/0, 2 -20= 0/1444, 4 -20 =- 1834/0, 4 -18= 0/675, 5 -18 =- 556/13, 5 -16 =- 278/74, 7 -16 =- 9/499, 7 -15 =- 1289/12, �. F 9- 15=- 1/1262, 9 -13 =- 2074/0, 10- 13= 0/1918, 10 -12 =- 3324/0 I :22PE � ` NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord I,,I IA • 1 dead load and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy categoryI, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers • I I � exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip ' increase is 1.33 • J II 2) All plates are M1120 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. I EXPIRATION DATE: 12 ( 31 l D4 J 4) This truss has been designed for a moving concentrated load of 250 Olb live and 10.Olb dead located at all mid panels and al all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ]J n n1111 � `' 7 7004. LOAD CASE(S) Standard �, I 1 3(05 5-44) - T. c- ,L Po267 -- Ortro 5 0 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MfTek connectors This design Is based only upon parameters shown, and Is for an Individual building component to be installed and loaded , I vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - riot truss designer Bracng shown Is for lateral i support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Additional permanent I bracing of the overall structure Is tho responsibility of the building designer. For general guidance regarding fabricotion. quality control. storcige. delivery, erection and theTRU rco. . bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available frcrn Truss Plate Institute. 583 D'Onolrlo Drive. Madison, WI 53719:• & BUILDING SUPPLY INC. • 11065 A1A ROOF TRUSS 2 1 1 Job Reference (optional) I The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:07:30 2004 Page 1 I 9 -2 -8 S 16-9-7 25-7-1 I 33.9.9 + 42-4 -7 50-0-3 I 57 -9 -4 5812( 12 • 9 -2 -8 7 -6 -15 8 -9 -10 8 -2 -8 8-6 -14 7 -7.11 7-9-1 0-5-8 0 50 t 2 Scale = 1 97 2 44 = 3x6 = 6x8 = 5x7 = 4x6 = 6x8 = 454 = 6x8 = 4x4 = 8 9 28 10 29 11 22 1 4x10 = 4x5 = 25 5 6 26 7 2 27 _ _ -T _- f ` 23 T4 2 3 24 _ =_- so - ° i / 12 Q co 1 1)2 . ! W. 1 0 W1 1 Zr W 1 2 w W4 w 6 A u I d q � II 1 21 30 20 19 31 18 32 17 16 33 15 14 34 13 35 12 6x8 = 4x6 = 454 = 6x10 M1118H= 4x4 = 4x5 = 6x8 = 5x5 = 6x8 = 6x8 = 4x5 = 4x5 = 4x5 = I 10 -3 -15 I 19-7-4 I 29 -11 -2 I 39-5-3 I 47-9-0 I 58 -2 -12 I • 10-3-15 9 -3 -5 10-3-14 9-6 -1 8-3-13 10 -5 -12 Plate Offsets (X,Y): [2:0- 5- 0,0 -2 -8], [4:0- 2- 8,0 -2 -8], [5:0- 2- 0,0 -2 -8], [7:0- 2 -0,0 -2 -8], [9:0- 2- 8,0 -2 -8], [11:0- 3- 0,0 -2 -8], [12:0 -1- 12,0 -2 -8], [13:0 -1- 12,0 -2 -8], [15:0- 1- 8,0 -2 -8J [16:0 - - 0,0 - 2 - 81, 117:0 5 - 0,Edge1, [18 -1- 12,0 -2 -8], [19:0- 4- 0,Edge], [20:0- 2- 4,0 -2 -8] , LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.57 Vert(LL) -0.46 16 -18 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Verl(TL) -0.87 16 -18 >798 240 MI118H 170/148 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.25 12 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 404 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed s. Except: BOT CHORD 2 X 6 DF No.2 1 Row at midpt 1 -22 WEBS 2 X 4 DF Stud /Std 'Except' BeT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 4 DF 2400F 2.0E WEBS 1 Row at midpt 21 -22, 11 -12, 4 -20, 5 -18, 7 -15 W12 2 X 4 DF 1650F 1.5E, W13 2 X 4 DF No.2 2 Rows at 1/3 pts 2 -21, 9 -13, 10 -12 See 'Web Brace Memo" for REACTIONS (lb/size) 21=2593/0-5-8, 12=2609/0-5-8 • required T -Brace condition Max Horz 21= 273(load case 4) Design of all continuous FORCES (lb) - Maximum Compression /Maximum Tension lateral bracing is by others. TOP CHORD 1 -21 =- 351/2, 1- 22 =0/0, 1 -23 =- 98/109, 2 -23 =- 85/116, 2 -3 =- 4165/50, 3 -24 =- 4154/52, 4 -24 =- 4146/55, 4 -25 =- 5864/16, 5 -25 =- 5851/21, 5 -6 =- 6090/3, 6 -26 =- 6078/4, 7 -26 =- 6078/9, 7 -27 =- 4979/14, 8 -27 =- 4967/17, 8 -9 =- 4954/17, 9 -28 =- 3155/34, 10 -28 =- 3144/37, 10 -29 =- 93/69, 11 -29 =- 87/72, 11 -12= -343/0 rCk: U If BOT CHORD 21- 30=- 157!3823, 20 -30 =- 157/3823, 19- 20=- 105/ 522, 19 31 =- 105/5522, 18 -31 =- 105/5522, 18 -32 =- 64/6237, U! f 17 -32 =- 64/6237, 16 -17 =- 64/6237, 16- 33=- 43/5811, 15 -33 =- 43/5811, 14 -15 =- 36/4421, 14 -34 =- 36/4421, 13 -34 =- 36/4421, 13 -35 =- 42/2511, 12 -35 =- 42/2511 " 4 . • WEBS 2 -21 =- 4329/0, 2 -20= 0/1444, 4 -20 =- 1834/0, 4 -18= 0/675, 5 -18 =- 556/13, 5 -16 =- 278/74, 7 -16 =- 10/499, 7 -15 =- 1287/12 i ,9 -15 =0/ 1263,9 -13 =- 2081/0,10 -13= 0/1918,10 -12 =- 3292/0 f NOTES -- Ol t 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord ('� i r dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I 4 ,1 enclos building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers t` - exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip PO , N \ increase is 1.33 2) All plates are M1120 plates,unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. EXPIRATION DATE: 12 ! 31 I Oh 4) This truss has been designed for a moving concentrated load of 250.01b live and 10 Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11 *� r�, 7 ,'!1(a LOAD CASE(S) Standard 111` 6 L l! • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically Applicability of design parameters 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 responsibility of the erector. Additional permanent *�� bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control. storoge, delivery, erection and theT V �7�7co. bracing, consult OST-88 Quality Standard. DSB-89 Bracing Specification, and HIB -91 Handling installing and Bracing Recommendation available from Truss Plate institute. 583 D'Onofrio Drive, Madison, Wi 53719. & BUILDING SUPPLY INC. • • 11065 A1SG IROOFTRUSS I1 1I - f 1 'Job Reference (optional) J The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MITek Industries, Inc. Tue Jan 27 14:07 2004 Page 1 l 9 -2 -8 l 16.9 -7 I 25.7.1 t 33.9.9 42 -4.7 50 -0 -3 l 57 -9.4 58.2 9 -2 -8 _7-6-15 8 -9 -10 8 -2-8 8-6-14 7 -7 -11 7 -9 -1 0-5-8 Gable Studs 24" OC Scale = 1.97 2 0.50 FIT 4x6 = 3x6 = 6x8 = 10x10 = 4x6 = 4x4 = 858 = 4x4 = 98 10 99 11 22 4x10 = 8x8 = 4x5 = 95 5 6 96 7 n 97 8 9 S 4 Tf •2 S 4 S 7 8 Yll _1 I 1 m r � $ I I W i 12 X13 S � S 0 ' 4 r S; 6 S 2 ' I; $Ti E I S 2 I 3 301 I t 16 r i S. 8 j. S ' r S S - "" / 21 100 20 19 101 18 102 17 16 103 15 14 104 13 105 12 6x8 = 4x6 = 4x4 = 8x8 = 4x4 = 4x5 = 8x8 = 5x5 = 6x8 = 8x8 = 4x5 = 4x5 = 455 = 10 -3.15 I 19.7 -4 I 29 -11 -2 I 39-5 -3 I 47.9-0 I 58 -2 -12 l 10 -3 -15 9-3-5 10 -3 -14 9-6-1 8-3-13 10 -5 -12 Plate Offsets (X,Y): [2:0- 5- 0,0- 2- 8],[3:0 -4- 0,0-4- 8],[4:0.2- 8,0 -2- 8],(5:0- 2 -0,0 -2- 8),[7:0- 2- 0,0 -2- 8],[9:0- 2- 8,0 -2- 8],[10:0- 5 -0,0 -4 -0],[11:0- 3 -0,0 -2- 8],[12:0 -1- 12,0 -2 -8], [13:0 -1- 12,0 -2- 8],[15:0- 1- 8,0 -2 -8] ,[16 2 -0,0 -0- 1],[16:0.2- 0,0 -2- 8],(17:0- 4- 0,Edge],[18:0 -1- 12,0 -2- 8],(19:0 -4 -0, Edge ],[20:0- 2- 4,0 -2- 8],[24.0 -2 -8 ,0 -1 -0], [26:0- 2- 8,0 -1 -0], [27:0- 2- 8,0 -1 -0], [29:0- 2- 8,0 -1 -0], (30:0- 2- 8,0 -1 -0), [31:0- 2- 8,0 -1 -0], [34:0.2.8,0 -1 -0], [35:0- 2- 8,0 -1 -0], [39:0- 2- 8,0 -1 -0], [40:0- 2- 8,0 -1 -0], [41:0- 2- 8,0 -1 -0], [44:0- 2- 8,0 -1 -0], [45:0- 2- 8,0 -1 -0], [47:0- 2- 8,0 -1 -0], [49:0- 2- 8,0 -1 -0], [50:0- 2- 8,0 -1 -0], [52:0- 2- 8,0 -1 -0], [53:0- 2- 8,0 -1 -0] , [57:0- 2- 8,0 -1 -0], [58:0- 2- 8,0 -1 -0], [59:0- 2- 8,0 -1 -0], [60:0- 2- 8,0 -1 -0], [62:0- 2- 8,0 -1 -0], [64:0- 2- 8,0 -1 -0], [65:0.2- 8,0 -1 -0], [67:0- 2- 8,0 -1 -0], [68:0 -2-8 ,0 -1 -0], [70:0- 2- 8,0 -1 -0], [71:0- 2- 8,0 -1 -0], [75:0- 2- 8,0 -1 -0], [76:0- 2- 8,0 -1 -0], [78:0- 2- 8,0 -1 -0], [79:0- 2- 8,0 -1 -0], [82:0- 2- 8,0 -1 -0], [83:0- 2- 8,0 -1 -0], [84:0- 2- 8,0 -1 -0], [85:0- 2- 8,0 -1 -0], [87:0- 2- 8,0 -1 -0], [88:0- 2- 8,0 -1 -0], [90:0- 2- 8,0 -1 -0], [91:0 -2- 8,0.1 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /dell Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.57 Vert(TL) -0.46 16 -18 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.87 16 -18 >798 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.25 12 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 608 lb LUMBER BRACING . TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed s. Except: BOT CHORD 2 X 6 DF No.2 1 Row at midpt 1 -22 WEBS 2 X 4 DF Stud /Std 'Except' BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 4 DF 2400F 2.0E WEBS 1 Row at midpt 21 -22, 11 -12, 4 -20, 5 -18, 7 -15 W12 2 X 4 DF 1650F 1.5E, W13 2 X 4 DF No.2 2 Rows at 1/3 pts 2 -21, 9 -13, 10 -12 OTHERS 2 X 4 DF Stud /Std See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 2593/0 -5 -8, 21= 2593/0 -5 -8, 12= 2609/0 -5 -8, 12= 2609/0 -5 -8 Design of all continuous Max Horz 21= 273(load case 4) ` off lateral bracing is by others. , 1 FORCES (lb) - Maximum Compression /Maximum Tension i f ' J o. TOP CHORD 1 -21 =- 351/0, 1- 22 =0 /0, 1 -93 =- 104/87, 2 -93 =- 98/94, 2 -3 =- 4166/0, 3 -94 =- 4155/0, 4 -94 =- 4146/0, 4 -95 =- 5865/0, 6", 5 -95 =- 5852/0, 5 -6 =- 6091/0, 6 -96 =- 6079/0, 7 -96 =- 6079/0, 7 -97 =- 4980/0, 8 -97 =- 4967/0, 8 -9 =- 4955/0, 9 -98 =- 3156/0, (11; Op, 10- 98=- 3144/0, 10- 99=- 93/42, 11- 99=- 87/48, 11- 12= -343/0 - 1 B2 2PE f I BOT CHORD 21- 100 = 0/3824, 20- 100 = 0/3824, 19- 20= 0/5522, 19- 101 = 0/5522, 18- 101 = 0/5522, 18- 102 = 0/6237, 17- 102 = 0/6237, 16- 17= 0/6237, 16- 103 = 0/5812, 15- 103 = 0/5812, 14 -15= 0/4421, 14- 104 = 0/4421, 13- 104 = 0/4421, 13- 105 = 0/2512, 1 12- 105 = 0/2512 'I , WEBS 2 -21 =- 4329/0, 2 -20= 0/1444, 4 -20 =- 1834/0, 4 -18= 0/675, 5 -18 =- 556/0, 5 -16 =- 278/74, 7 -16= 0/499, 7 -15 =- 1287/0, , 9-15=0/1263, 9-13=-2081/0, 10-13=0/1918, 10 -12 =- 3292/0 W P !�� • NOTES • • PO RN . 1) 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" 2) All plates are 2x4 M1120 unless otherwise indicated. 3) Gable studs spaced at 2 -0 -0 oc. tEXPIf DATE: 12 l 31 74. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, J ��lY 7 ZQ�1(c. UBC -97. 1 5) Non Standard beanng condition. Review required. 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 10.0lb dead located at all mid panels and at all CoRektatintthaing the Top Chord and Bottom Chord, nonconcurrent with any other live loads. A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for on Individual building component to be installed and loaded , . vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral II i support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility 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 OST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, theTR' co. • 583 D'Onotrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. 11085 IA1SG ROOF TRUSS 1 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:07:46 2004 Page 2 LOAD CASE(S) Standard • e - A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Instofied and loaded , : vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer: Bracing shown Is for lateral II support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Additional permanent * . � 1 co. bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control. storage. delivery. erection and the V r.7rr7 bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. t BUILDING SUPPLY INC 583 D'Onofrlo Drive, Madison. WI 53719. • 11085 i A2 I ROOF TRUSS 13 1 1 I Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MITek Industnes, Inc. Tue Jan 27 14:07:49 2004 Page 1 I 9-2-8 1 16-9-7 I 25 -7 -1 I 33-9 -9 42-4-7 I 50 -0.3 I 57.9-0 58 • 9-2-8 7.6-15 8-9-10 8 -2.8 8-6-14 7-7-11 7-9-1 0-5-8 Scale = 1•97 4 0.50 54 = 4x5 = 3x6 = 6x8 = 6x8 = 2x4 tI 6x8 = 4x4 = 10 32 11 21 5x10 = 6x8 = 4x6 = 4x4 = 7 28 29 8 9 30 31 T.1 - II - 5 6 27 T� --- - -, - _- n 23 T4 I 2 3 24 4 25 26 ' W: W10 W 12 W13 oI d2AiLwW6 W b dl 1 m: D �2 22 '\ E i�l L = iia:/ 132 \ IN I at 20 33 19 34 18 35 17 16 36 15 14 37 13 38 12 6x9 = 7x10 M1116= 4x4 = 5x14 MII18H= 4x4 = 4x6 = 6x8 = 5x7 = 5x10 = 4x5 = I 10-3-15 l 19 -7-4 I 29 -11 -2 I 39 -5 -3 1 47 -9-0 58 -2 -12 10-3-15 9 -3 -5 10-3-14 9-6-1 8-3-13 10 -5-12 Plate Offsets (X,Y): [4:0- 3- 0,0 -2 -8], [5:0- 2- 0,0 -2 -8], [7:0- 2- 0,0 -2 -8], [9:0- 2- 4,0 -2 -8], [11:0- 2- 8,0 -1 -0], [12:0- 3- 8,0 -2 -8], [13:0- 3- 4,0 -2 -8], [15:0- 2- 4,0 -2 -8], [16:0- 2 -0,0 -2 -8], 118:0- 1- 4,0 -2 -81, [19 -4- 12,0 -4 -8], [20•Edge,0 -3 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /def Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.89 Vert(LL) -0.48 16 -18 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -1.09 16 -18 >635 240 MI118H 170/148 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.31 12 n/a n/a MI116 176/121 BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 395 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 *Except* TOP CHORD Sheathed . Except: T3 2 X 6 DF 1650F 1.5E 1 Row at midpt 1 -21 BOT CHORD 2 X 6 DF No.2 *Except' BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. B2 2 X 6 DF 1650F 1.5E, B3 2 X 6 DF 1650F 1.5E WEBS 1 Row at midpt • 20 -21, 11 -12, 5 -18, 7 -15 WEBS 2 X 4 DF Stud /Std *Except* 2 Rows at 1/3 pts 2 -20, 4 -19, 9 -13, 10 -12 EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 4 DF 2400F 2.0E W11 2 X 4 DF No.2, W12 2 X 4 DF 1650F 1.5E, W13 2 X 4 DF No.2 . "Web Brce Memo" for required T -Brace condition REACTIONS (lb /size) 20= 2980/0 -5 -8, 12= 3043/0 -5 -8 Design Of all Continuous Max Horz 20= 272(load case 4) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -20 =- 359/0, 1- 21 =0/0, 1 -23 =- 104/103, 2 -23 =- 91/109, 2 -3= 4855/0, 3 -24= 4845/0, 4 -24 =- 4835/0, 4 -25 =- 7155/0, 25 -26 =- 7138/0, 5 -26 =- 7137/0, 5 -6 =- 7476/0, 6 -27 =- 7469/0, 7 -27 =- 7454/0, 7 -28 =- 6148/0, 28 -29 =- 6133/0, - , . 1 Off 4 � 8 -29 =- 6132/0, 8 -9 =- 6108/0, 9- 30=- 3842/0, 30- 31=- 3836/0, 10 -31 =- 3819/0, 10 -32 =- 84/64, 11 -32 =- 79/67, r, d f i/ 12- 22=- 344/0, 11- 22= -342/0 ? i , : s N F BOT CHORD 20- 33= 0/4474, 19- 33= 0/4474, 19- 34= 0/6702, 18- 34= 0/6702, 18- 35= 0/7704, 17- 35= 0/7704, 16- 17= 0/7704, ��+ � ' 16- 36= 0/7124, 15- 36= 0/7124, 14- 15= 0/5505, 14- 37= 0/5505, 13- 37= 0/5505, 13- 38= 0/3012, 12 -38= 0/3012 .2 0. 1822PE WEBS 2 -20 =- 5077/0, 2 -19= 0/1837, 4 -19 =- 2463/0, 4 -18= 0/890, 5 -18 =- 818/0, 5 -16 =- 421/0, 7 -16= 0/634, 7 -15 =- 1512/0, 9-15=0/1449, 9 13 2736/0, 10-13=0/2468, 10-12=-3990/0 NOTES 4 r ' I I 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord r ► �? �� dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I ` ^ ,(G enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers • PO exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M1120 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, EXPIRA DATE: f 12 131 / 0/ 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 3i, 32, 33 ! cJAN 2 2004 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss 5) This truss has been designed for a moving concentrated load of 250 Olb live and 10.O1b dead located at all mid panels and at all B panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads cbn�r o �at§A E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for on Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responslblllly 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 responsibility 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 the Yr.7r.7 bracing. consult QST -88 Quality Standard, DSB -89 Bracing Speclllcation, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. t TI2 co. SUPPLY INC. 583 D'Onofrio Drive, Madison, WI 53719. BUILDING 11065 A2 ROOF TRUSS 13 i 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:07:51 2004 Page 2 LOAD CASE(S) 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 25 = -70, 5- 25=- 140(F = -70), 5- 28 = -70, 28- 30=- 140(F = -70), 11- 30 = -70, 12- 20 = -20 2) UBC. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5.25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert. 1 -25 =0, 5- 25=- 70(F = -70), 5 -28 =0, 28- 30=- 70(F = -70), 11 -30 =0, 12- 22 = -15, 12 -20 = -1 Horz: 1- 20 =15, 1- 21 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right Lumber Increase =1.33, Plate Increase =1 33 Uniform Loads (plf) Vert: 1 -25 =0, 5- 25=- 70(F = -70), 5 -28 =0, 28- 30=- 70(F = -70), 11 -30 =0, 12- 22 =15, 12 -20 = -1 Horz: 1- 20 = -15, 1- 21 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -25 =0, 5- 25=- 70(F = -70), 5 -28 =0, 28- 30=- 70(F = -70), 11 -30 =0, 12- 22 = -20, 12 -20 = -1 Horz: 1- 20 = -20, 1- 21 = -20, 1- 11 = -20, 11 -12 =20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 23 = -260 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 24 = -260 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 26= -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 27 = -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 29 = -260 12) 7th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert' 31= - 260 • 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 , , Concentrated Loads (Ib) Vert: 32 = -260 14) 9th Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (lb) Vert: 11= -260 15) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 • • Concentrated Loads (Ib) Vert: 2= -260 16) 11th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert. 4 = -260 Continued on page 3 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. • Design valid for use only with MiTek connectors. This design Is based only upon porameters shown. and Is for an Individual building component to be Installed and loaded ,• vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for loteral support of Individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent !,'r bracin g responsibility 9 designer general guidance regarding quality of the overall structure Is the res onsibilit of the buildin desl ner For eneral uidance re ardin fabrication qualit control. storage, delive " erection and ��+ bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. theTR SCO. 583 D'Onofilo Drive. Madison, WI 53719. • & BUILDING SUPPLY MC. • 11065 A2 1ROOF TRUSS I3 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc. Tue Jan 27 14:07:52 2004 Page 3 LOAD CASE(S) 17) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (lb) Vert: 5 = -260 18) 13th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 7= -260 19) 14th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 9 = -260 20) 15th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert. 10 = -260 21) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 33 = -260 22) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 34=-260 23) 18th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 35= -260 24) 19th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 36 = -260 25) 20th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 37 = -260 26) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 38 = -260 27) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 20 = -260 28) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 19= -260 29) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 • Concentrated Loads (Ib) Vert: 18= -260 30) 25th Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (lb) Vert 16= 31) 26th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Continued on .a.e 4 • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is bused only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent bracing of lire overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from 'truss Plate Institute. theTR 583 D'Onofrio Nye. Madison, WI 53719. & BUILDING SUPPLY INC. 11065 IA2 ROOF TRUSS 13 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:07:53 2004 Page 4 LOAD CASE(S) Concentrated Loads (Ib) Vert: 15= -260 32) 27th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1.25 = -20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 13=-260 33) 28th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-25=-20, 5- 25=- 90(F = -70), 5- 28 = -20, 28- 30=- 90(F = -70), 11- 30 = -20, 12- 20 = -20 Concentrated Loads (Ib) Vert: 12= -260 ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for on individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral AA support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility 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 theTRLTSSco. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling installing and Bracing Recommendation available from Truss Plate institute. 583 D'Onofrlo Drive. Madison. W153719, & BUILDING SUPPLY INC. • 11065 IA2GR IROOFa w TRUSS 1 — 2 Job Reference (optional) J The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:07:55 2004 Page 1 I 9.2 - I 16.9.7 25.7.1 1 33 -9.9 i 42.4 -7 I 50 -0.3 I 57 -9.4 58)2 12 9 -2 -8 7.6.15 8 -9 -10 8 -2 -8 8.6-14 7 -7 -11 7.9 -1 0 -5.8 050 12 Scale =1 4x6 = 3x5 = 6x8 = 5x7 = 4x6 = 4x4 = 6x8 = 4x4 = 1 0 11 22 4x10 = 6x8 = 4 = 7 8 9 j ' ' i 2 3 4 5 6 —n_ - \ "� qt r n m T E :/ 10 WI 12 I° WEI' .. 2 21 23 20 19 24 18 25 17 16 26 15 14 27 13 28 12 6x8 = 6x6 = 6x6 = 6x10 M1118H= 6x6 = 6x6 = 6x8 = 6x6 = 6x10 = 6x8 = 4x5 = 4x5 = 4x5 = I 10-3-15 I 19-7-4 I 29-11-2 l 39 -5 -3 I - 47-9-0 I 58-2-12 10-3-15 9-3-5 10-3-14 9-6-1 8 -3 -13 10-5-12 Plate Offsets (X,Y): [2:0- 5- 0,0 -2 -8), [4:0- 1- 8,0 -2 -8], [5:0- 2- 0,0 -2-4 [7:0- 2- 0,0 -2 -8], [9:0- 2- 8,0 -2-8], [11:0- 3- 0,0 -2 -8], [12:0- 2- 4,0 -3 -0], [13:0 -2- 12,0- 3 -12], (15 3 -0,0 -3 -12] [ 16:0- 3- 0,0 -3- 12],[18 3- 0,0 -3- 12],[20 0- 2- 12,0 -3 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.76 Vert(LL) -0.20 16 -18 >999 360 MII20 220/195 • T ■ CDL 10.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.36 16 -18 >999 240 MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.17 12 n/a n/a BCDL . 10.0 Code UBC97 /ANS195 (Matrix) Weight: 882 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . . BOT CHORD 2 X 8 DF SS BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' WEBS 1 Row at midpt . 2 -21, 9 -13, 10 -12 EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 4 DF 2400F 2.0E I W11 2 X 4 DF No.2, W12 2 X 4 DF 1650F 1.5E, W13 2 X 4 DF No.2 See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 2593/0 -5 -8, 12= 2609/0 -5 -8 Design of all continuous Max Horz21= 271(load case 4) - lateral bracing is by others - Max Grav21= 5762(load case 19), 12= 7667(load case 19) FORCES (lb) - Maximum Compression /Maximum Tension ,�� TOP CHORD 1 -21 =- 300/2, 1- 22 =0/0, 1 -2 =- 203/114, 2 -3 =- 9538/49, 3 -4 =- 9535/55, 4 -5 =- 13418/19, 5 -6 =- 13899/1, 6 -7 =- 13896/8, a. ♦, PR I 7 -8= -11348 /15, 8 -9= -11341 /16, 9 -10 =- 7254 /37, 10 -11 =- 315/68, 11 -12= -278/1 i, � t N F f / BOT CHORD 21- 23=- 155/8498, 20 -23 =- 155/8498, 19- 20=- 103/12241, 19 -24 =- 103/12241, 18 -24 =- 103/12241, 18- 25=- 62/13761, b C r ' - 17 -25 =- 62/13761, 16- 17=- 62/13761, 16 -26 =- 42/12850, 15- 26=- 42/12850, 14- 15=- 34/9771, 14 -27 =- 34/9771, �∎, 13- 27=- 34/9771, 13 -28 =- 41/5487, 12 -28 =- 41/5487 PfilI 4V P 11822P WEBS 2 -21 =- 9632/0, 2 -20= 0/4414, 4 -20 =- 3614/0, 4 -18 =- 152/2363, 5 -18 =- 1334/956, 5 -16 =- 998/886, 7 -16 =- 336/1956, 7 -15 =- 2291/141, 9- 15= 0/3577, 9 -13 =- 4097/0, 10- 13= 0/5241, 10 -12 =- 7084/0 NOTES `� 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: �� Top chords connected as follows :1 X 4 - 2 rows at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc. • iPOVv `A' Bottom chords connected as follows. 2 X 8 - 2 rows at 0 -9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distnbute only loads noted as (F) or (B), unless otherwise indicated. EXPIRATION DATE: 12 / 31 / 0 ] i 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANS195 If end verticals or cantilevers ! '' p 1' 2 7 �`"�� 00 •' exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip `! ! increase is 1.33 4) All plates are M1120 plates unless otherwise indicated. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, • UBC -97. Continued on page 2 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. A , Design valid for use only with MITek connectors This design Is based only upon parameters shown, and B for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responslbillly 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 responsibility of the erector. Additional permanent .fin *�� co. - 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 QST-88 Quality Standard, DSB-89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. the i i� V r7.7 583 D'Onofrio Drive. Madison. WI53719. & BUILDING SUPPLY INC. 11065 1A2GR ROOF TRUSS 1 I L 1Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:07:57 2004 Page 2 NOTES 6) Load case(s) 19 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) This truss has been designed for a moving concentrated load of 1900.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1900.0lb down at 57 -9 -4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 11 = -70, 12- 21 = -20 19) User defined: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11=- 20(F), 12- 21=- 180(F) Concentrated Loads (lb) Vert: 12 = -1900 • • • • { A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors This design is based only upon parameters shown. and is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not taus designer.' Bracing shown Is for lateral II r support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility 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 QST-88 Quality Standard. DSB -B9 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, e+RV.7.7CO. . 583 D'Onofrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC. • 11065 i A3 1ROOF TRUSS i 18 1 f Job Reference (optional) The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Tue Jan 27 14:08:00 2004 Page 1 1 9 -2 -8 l 16-9-7 I 25-7-1 l 33.9 -9 I 42-4-7 50-0-3 57-9-4 52 9-2-8 7-6-15 8-9-10 8-2-8 8-6-14 7.7.11 7-9-1 0-5-8 Scale = 1:97 4 050 FIT 4x5 = 4x5 = 3x5 = 6x8 = 5x7 = 2x4 I 4x4 = 6x8 = 4x4 = 8 9 29 10 30 11 22 4x10 = 6x8 = 4x5 = 26 5 6 27 7 28 , 24 2 3 25 4 - sz n I E . W: / \ 10 N 3 /A\w8 wi t q , ° ' I W1 2 w 4 w ' j 2 23 j, e. j i o ; 21 31 20 19 32 18 33 17 16 34 15 14 35 13 36 12 6x8 = 4x6 = 4x4 = 6x10 M1118H= 4x4 = 4x5 = 6x8 = 5x5 = 5x10 = 6x8 = 4x5 = I 10 -3-15 I 19 -7-4 I 29 -11 -2 I 39 -5 -3 I 47-9-0 58-2-12 1 10-3-15 9-3 -5 10 -3 -14 9 -6 -1 8-3-13 10 -5-12 Plate Offsets (X,Y): [2:0- 5- 0,0 -2 -8], [4:0- 2- 8,0 -2 -8], [5:0- 2 -0,0 -2 -8], [7:0- 2- 0,0 -2 -8], [9:0- 2- 8,0 -2 -8], [11:0- 2- 8,0 -1 -0], [12.0- 3- 8,0 -2-8), [13.0 -1- 12,0 -2 -8], [15:0- 1- 8,0 -2 -8], [16:0- 2- 0,0 -2 -8], [17:0- 5- 0,Edge], [18:0 -1- 12,0 -2 -8], (19:0- 4- 0,Edee), [20:0- 2- 4,0 -2 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.57 Vert(LL) -0.46 16 -18 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.87 16 -18 >798 240 MII18H 170/148 BCLL 0.0 Rep Stress lncr YES WB 0.95 Horz(TL) 0.25 12 n/a n/a BCDL . 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 396 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed •. Except: ' BOT CHORD 2 X 6 DF No.2 1 Row at midpt 1 -22 WEBS 2 X 4 DF Stud /Std 'Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 4 DF 2400F 2.0E WEBS 1 Row at midpt 21 -22, 11 -12, 4 -20, 5 -18, 7 -15 W12 2 X 4 DF 1650F 1.5E, W13 2 X 4 DF, No.2 2 Rows at 1/3 pts 2 -21, 9 -13, 10 -12 See "Web Brace Memo" for REACTIONS (lb /size) 21= 2593/0 -5-8, 12= 2583/0 -5-8 required T -Brace condition Max Horz 21= 272(load case 4) Design of all continuous FORCES (lb) - Maximum Compression /Maximum Tension lateral bracing is by others. TOP CHORD 1 -21 =- 351/2, 1- 22 =0/0, 1 -24 =- 98/109, 2 -24 =- 85/116, 2 -3 =- 4165/50, 3 -25 =- 4154/52, 4 -25 =- 4146/55, 4 -26 =- 5864/16, 5 -26 =- 5851/21, 5 -6 =- 6090/3, 6 -27 =- 6078/4, 7 -27 =- 6078/9, 7 -28 =- 4979/14, 8 -28 =- 4966/17, 8 -9 =- 4953/17, t t 9 -29 =- 3158/35, 10 -29 =- 3138/38, 10- 30=- 85/70, 11- 30=- 79/73, 12 -23 =- 334/9, 11- 23= -332/9 I 1' I f f f BOT CHORD 21 -31 =- 157/3823, 20 -31 =- 157/3823, 19 -20 =- 104/5522, 19 -32 =- 104/5522, 18- 32=- 104/5522, 18- 33=- 64/6237, I � , - ',. , t 17- 33=- 64/6237, 16 -17 =- 64/6237, 16- 34= -43/5812, 15- 34= -43/5812, 14 -15 =- 35/4420, 14- 35=- 35/4420, j E , •� 13- 35 = -35/ 4420,13 -36 =- 43/2515,12 -36 =- 43/2515 WEBS 2 -21 =- 4329/0, 2 -20= 0/1444, 4 -20 =- 1834/0, 4 -18= 0/675, 5 -18 =- 556/13, 5 -16 =- 278/74, 7 -16 =- 9/499, 7 -15 =- 1288/12, 1 0e :22PE 9- 15=- 1/1263,9 -13 =- 2075/0,10 -13= 0/1915, 10- 12=- 3321/0 1 el l )13 `J11R 4 rr 1) This truss has been designed for the wind loads generated by 80 mph p winds at 25 ft above ground level, using 10.0 psf top chord ii, �' dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category!, condition! •J enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers . 4- PO44 exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip V� increase is 1.33 2) All plates are MI120 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B EXPIRATION DATE: 12 1 31 1 04 UBC -97. 4) This truss has been designed for a moving concentrated load of 250.0Ib live and 10.Olb dead located at all mid panels and at all f F1 panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads )..j �� rJt; /S • LOAD CASE(S) Standard A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. ; Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded verticalty. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown is for lateral :, i support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Additional permanent �.rf�t� bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding tobricallon, quality control storage, delivery. erection and the i R V.7.7co. bracing. consult OST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate institute. t BUILDING SUPPLY INC. 583 D'Onofrio Drive. Madison, WI 53719. 11065 A4 1ROOF TRUSS 5 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:05 2004 Page 1 E- 9-2-8 1 16-9-7 I 25 -7 -1 { 33-9-9 I 42-4-7 50-0-3 57 -9-4 58-2-12 9 -2 -8 7-6-15 8-9-10 8 -2 -6 8-6-14 7-7-11 7-9-1 0-5-8 Scale = 1.97.4 050 12 4x6 = 4x5 = 6x8 = 5x7 = 2x4 Ii 3x6 = _ 6x8 = 4x4 = 29 10 30 31 32 11 21 22 4x10 = 6x8 = q� = 26 45 6 27 7 28 ; i? 4x10 = 2 3 25 T3 lor/AIL TAm '1 .. W 4 °� 10 W11 12 3 rn W 1 2 W 2 23 ^I L T ;,. . 21 33 20 19 34 18 35 17 16 36 15 14 37 13 38 12 6x8 = 4x6 = 4x4 = 6x10 MI118H= 4x4 = 4x5 = 6x8 = 5x5 = 5x10 = 6x8 = 4x5 = 10 -3 -15 I 19-7-4 l 29 -11 -2 I 39-5 -3 1 47 -9-0 i 58 -2 -12 10 -3 -15 9-3-5 10-3-14 9-6-1 8 -3-13 10-5-12 Plate Offsets (X,Y): (2:0- 5 -0,0 -2 -8], (4:0- 2- 8,0 -2 -8], (5:0- 2 -0,0 -2 -8], [7:0- 2- 0,0 -2 -8], (9:0- 2- 8,0 -2 -8], (11:0- 2- 8,0 -1 -0), (12:0-3-4,0-2-81,113:0-1-12,0-2-8), (15:0- 1- 8,0 -2 -8], [16:0- 2 -0,0 -2-8], [17:0- 5- 0,Edge], [18.0 -1- 12,0 -2 -8], [19:0- 4- 0,Edge], [20:0- 2- 4,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.76 Vert(LL) -0.47 16 -18 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.90 16 -18 >773 240 MI118H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.26 12 n/a n/a BCDL -. 10.0 Code UBC97 /ANSI95 (Matnx) Weight: 396 lb LUMBER . • BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . Except: BOT CHORD 2 X 6 DF No.2 'Except' 1 Row at midpt 1 -22 B3 2 X 6 DF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' WEBS 1 Row at midpt 21 -22, 11 -12, 4 -20, 5 -18, 7 -15 EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 4 DF 2400F 2.0E 2 Rows at 1/3 pts 2 -21, 9 -13, 10 -12 W12 2 X 4 DF 1650F 1.5E, W13 2 X 4 DF No.2 See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 2619/0 -5 -8, 12= 3037/0 -5-8 Design of all continuous Max Horz 21= 272(load case 4) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -21 =- 351/2, 1- 22 =0/0, 1 -24 =- 98/109, 2 -24 =- 85/115, 2 -3 =- 4215/2, 3 -25 =- 4204/3, 4 -25 =- 4195/7, 4 -26 =- 5952/0, 5 -26 =- 5939/0, 5 -6 =- 6215/0, 6 -27 =- 6203/0, 7 -27 =- 6203/0, 7 -28 =- 5128/0, 8 -28 =- 5115/0, 8 -9 =- 5103/0, 9 -29 =- 3352/0, I I 10- 29=- 3332/0, 10 -30 =- 127/27, 30- 31=- 118/34, 31- 32=- 116/37, 11 -32 =- 101/50, 12 -23 =- 613/0, 11 -23= -611/0 `St0.1 ' if BOT CHORD 21- 33=- 113/3867, 20- 33=- 113/3867, 19- 20=- 29/5597, 19-34=-29/5597, 18 -34 =- 29/5597, 18- 35= 0/6345, % •'AM /I 1 17- 35= 0/6345, 16- 17= 0/6345, 16- 36= 0/5951, 15- 36= 0/5951, 14- 15= 0/4572, 14- 37= 0/4572, 13- 37= 0/4572, i'�, F,9 ; 13- 38= 0/2733, 12-38=0/2733 : ,PE I WEBS 2 -21 =- 4379/0, 2 -20= 0/1468, 4 -20 =- 1869/0, 4 -18= 0/699, 5 -18 =- 585/0, 5 16 =- 250/102, 7 -16 =- 37/471, 7 -15 =- 1274/27 ..,_ 0 , f 9 -15 =- 8/1255, 9 -13 =- 2005/68, 10-13=-58/1845, 10 -12 =- 3571/0 ! NOTES - i''I I 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord � dead load and 10.0 psf bottom chord dead load, 100 mi from humcane oceanline, on an occupancy category I, condition I < � enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers PO w exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M1120 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, E XPIRATION DATE: 12 / 31 / UBC -97. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 I` J AA! ` 7 2004 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) This truss has been designed for a moving concentrated load of 250.01b live and 10.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). :I. ! 44 •-': - - • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek connectors This design Is based only upon parameters shown, and Is for on indMduol building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent �.ff *�� co. 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 QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. the i i�Y.7.7 & BUILDING SUPPLY INC. 583 D'Onofrio Drive. Madison. WI 53719. 11065 A4 ROOF TRUSS 5 1 .I i 'Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc. Tue Jan 27 14:08:07 2004 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 30 = -70, 30- 32=- 190(F =- 120), 11- 32 = -70, 12- 21 = -20 2) UBC: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -30 =0, 30- 32=- 120(F= -120), 11 -32 =0, 12- 23 = -15, 12 -21 = -1 Horz: 1- 21 =15, 1- 22 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -30 =0, 30- 32=- 120(F= -120), 11 -32 =0, 12- 23 =15, 12 -21 = -1 Horz: 1- 21 = -15, 1- 22 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -30 =0, 30- 32=- 120(F= -120), 11 -32 =0, 12- 23 = -20, 12 -21 = -1 Horz: 1- 21 = -20, 1- 22 = -20, 1- 11 = -20, 11 -12 =20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert. 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 24 = -260 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 25= -260 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 26 = -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 27 = -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 28 = -260 • 12) 7th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) - Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 29 = -260 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 31= -260 14) 9th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 • Concentrated Loads (lb) Vert 11= -260 15) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30-32=-140(F=-120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 2 = -260 16) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert. 4= -260 Continued on .a.e 3 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsibility 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 �1T��. bracing, consult OST -88 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate institute. the+ it V.7.7CO. 583 D'Onofrlo Drive. Madison. WI 53719. & BUILDING SUPPLY INC. 11065 A4 ROOF TRUSS 15 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Mc. Tue Jan 27 14:08:07 2004 Page 3 LOAD CASE(S) Standard 17) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F =- 120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 5= -260 18) 13th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -30 =- 20,30- 32=- 140(F =- 120),11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 7 = -260 19) 14th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -30 =- 20,30- 32=- 140(F =- 120),11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 9 = -260 20) 15th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 10 = -260 21) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 33 = -260 22) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 34 = -260 23) 18th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -30 =- 20,30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 35=-260 24) 19th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 36 = -260 25) 20th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 37= -260 26) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 38 = -260 27) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-30=-20, 30-32=-140(F=-120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 21=-260 28) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -30 =- 20,30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 20 = -260 29) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 18= -260 30) 25th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 16= -260 31) 26th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -30 =- 20,30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Continued on •a•e 4 • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shoran Is for lateral AA; support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent *� bracing of the overall structure is tho responsibility of tho building designer. For general guidance regarding fabrication quofity control. storage, delivery- erection and the yr7Sco. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling installing and Bracing Recommendation available from Truss Pate institute. 583 D'Onolrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. • 11065 A4 ROOFTRUSS 5 1 Job Reference (optional) j The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:08 2004 Page 4 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 15= -260 32) 27th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 13= -260 33) 28th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 , Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 12= -260 • • • • • W ARNING - VE RIFY DESIGN PARAMETERS AND _. _ ... ® READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. • Design valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for on Individual building component to be installed and loaded , I vertically. Applicability of design parameters 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 responsibility 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 the TR V rr7�7co. bracing, consult QST -88 Quality Standard. DSB-89 Bracing Specification, and HIB-91 Handling installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. - . • & BUILDING SUPPLY INC. • • 11065 A4A I ROOF TRUSS 5 1 i Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:11 2004 Page 1 9.2 -8 l 16-9-7 25-7-1 I 33-9-9 I 42-4-7 50 -0.3 _ 57 -9-4 58,2-12 9-2-8 7-6-15 8-9-10 8-2-8 8-6-14 7 -7 -11 7 -9 -1 0-5-8 Scale = 1•97 4 050112 4x6 = 4x5 = 3x6 = 6x8 = 5x7 = 2x4 I' = 6x8 = 4x4 = 10 30 31 32 11 22 4x10 = 6x8 = 4x5 = 26 4 5 6 27 7 28 8 9 29 - _ � �, I 2 I 24 2 3 25 4 3 u qtr W - Aiiir/ 75 � 1 ,ti 10 W11 3 0 2 m l r yr n 0 I � -, u 1 • • .K • I C n e � _ -�1 -�1 I 21 33 20 19 34 16 35 17 16 36 15 14 37 13 38 12 23 6x8 = 4x6 = 4x4 = 6x10 MII18H= 4x4 = 4x5 = 6x8 = 5x5 = 5x10 = 6x8 = 4x5 = 10 -3 -15 I 19 -7-4 1 29-11-2 1 39-5-3 I 47 -9-0 I 58 -2 -12 1 10-3-15 9-3-5 10-3-14 9 -6 -1 8-3-13 10-5-12 Plate Offsets (X,Y): [2:0- 5- 0,0 -2- 8],[4:0- 2- 8,0 -2- 8],[5.0- 2 -0,0 -2- 8],[7:0- 2 -0,0 -2- 8],[9:0- 2- 8,0 -2- 8],[11:0- 2- 8,0 -1- 0],[12:0- 3- 4,0 -2- 8],[13:0 -1- 12,0 -2- 8],[15:0 -1- 8,0.2 -8], 16:0 -2 -0 0 -2 -8 17:0 -5 -0 Ed•e 18:0 -1 -12 0 -2 -8 ,( 19:0- 4- 0,Edge],[20:0- 2- 4,0 -2 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.76 Vert(LL) -0.47 16 -18 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.90 16 -18 >773 240 - MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.26 12 n/a - n/a BCDL .. 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 395 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . Except: - BOT CHORD 2 X 6 DF No.2 *Except* 1 Row at midpt 1 -22 B3 2 X 6 DF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. , WEBS 2 X 4 DF Stud /Std 'Except' WEBS 1 Row at midpt 21 -22, 11 -12, 4 -20, 5 -18, 7 -15 EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 4 DF 2400F 2.0E 2 Rows at 1/3 pts 2 -21, 9 -13, 10 -12 W12 2 X 4 DF 1650F 1.5E, W13 2 X 4 DF No.2 - See. "Web Brace Memo" for required 1' -Brace condition REACTIONS (lb /size) 21= 2619/0 -5 -8, 12= 3037/0 -5 -8 Design of all continuous Max Horz 21= 272(load case 4) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -21 =- 351/2, 1- 22 =0/0, 1 -24 =- 98/109, 2 -24 =- 85/115, 2 -3 =- 4215/2, 3 -25 =- 4204/3, 4 -25 =- 4195/7, 4 -26 =- 5952 /0, pBOfff 5 -26 =- 5939/0, 5 -6 =- 6215/0, 6 -27 =- 6203/0, 7 -27 =- 6203/0, 7 -28 =- 5128/0, 8 -28 =- 5115/0, 8 -9 =- 5103/0, 9 -29 =- 3352/0, t 10- 29=- 3332/0, 10 -30 =- 123/25, 30- 31=- 114/32, 31- 32=- 112/36, 11 -32 =- 97/49, 12 -23 =- 614/0, 11 -23= -611/0 r_____ 1822PE (y f BOT CHORD 21- 33=- 113/3867, 20- 33=- 113/3867, 19 -20 =- 29/5597, 19 -34 =- 29/5597, 18 -34 =- 29/5597, 18- 35= 0/6345, F FA , 17- 35= 0/6 16- 17= 0/6345, 16- 36= 0/5951, 15- 36= 0/5951, 14- 15= 0/4572, 14- 37= 0/4572, 13- 37= 0/4572, I 13- 38= 0/2733, 12- 38= 0/2733 WEBS 2 -21 =- 4379/0, 2 -20= 0/1468,4 -20 =- 1869/0, 4 -18= 0/699,5 -18 =- 586/0, 5 -16 =- 249/102,7 -16 =- 37/471, 7 -15 =- 1274/27 , 9 -15 =- 9/1255, 9- 13=- 2004/69, 10.13 =- 60/1847, 10 -12 =- 3573/0 • :Q1 1 NOTES - 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord - 4 . dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I • C. • P0�1`�� enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 2) All plates are M1120 plates unless otherwise indicated. EXPIRATION DATE: 12 / 31 t G4 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 ..)hi.N 2 7 NV,' has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 5) This truss has been designed for a moving concentrated load of 250.01b live and 10.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ...L - • ! • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors This design is based only upon parameters shown, and Is for on individual building component to be Installed and loaded , i vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral I, i support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector Additional permanent �}��+� bracing of the overall structure Is the responsibility of the building designer For gonorol guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard. DSB -89 Bracing Speciticallon. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, thei i�VSSco• 583 D'Onofrlo Drive, Madison, WI 53719 & BUILDING SUPPLY INC. • 11065 A4A ROOF TRUSS 5 Job Reference (optional) • The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:13 2004 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 30 = -70, 30- 32=- 190(F= -120), 11- 32 = -70, 12- 21 = -20 2) USG: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 =-40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -30 =0, 30- 32=- 120(F= -120), 11 -32 =0, 12- 23 = -15, 12 -21 = -1 Horz: 1- 21 =15, 1- 22 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -30 =0, 30- 32=- 120(F= -120), 11 -32 =0, 12- 23 =15, 12.21 = -1 Horz: 1- 21 = -15, 1- 22 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -30 =0, 30- 32=- 120(F= -120), 11 -32 =0, 12- 23 = -20, 12 -21 = -1 Horz: 1- 21 = -20, 1- 22 = -20, 1- 11 = -20, 11 -12 =20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Veil: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 24 = -260 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 • Concentrated Loads (Ib) Vert: 25= -260 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 26= -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32 =- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 27 = -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 28 = -260 12) 7th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32 =- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 29= -260 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32 =- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 31= -260 • 14) 9th Sprinkler Load. Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) • Vert: 11= -260 15) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32 =- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 2 = -260 16) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 4 = -260 • Continued on •a•e 3 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded ,' vertically. Applicability of design parameters 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 responsibility 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 theTR CO. .bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onolrlo Drive. Madison. WI 53719 & BUILDING SUPPLY INC. 11065 A4A ROOF TRUSS 5 1 _ Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:14 2004 Page 3 LOAD CASE(S) Standard 17) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -30 =- 20,30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 5 = -260 18) 13th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 7= -260 19) 14th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1 -30 =- 20,30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 • Concentrated Loads (Ib) Vert: 9=-260 20) 15th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 • Concentrated Loads (lb) Vert: 10 = -260 21) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30=- 20,30- 32=- 140(F =- 120),11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 33 = -260 22) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 34 = -260 23) 18th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30=- 20,30- 32=- 140(F =- 120),11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 35 = -260 24) 19th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 36 = -260 25) 20th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 37 = -260 26) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 38= -260 27) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30-32=-140(F=-120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert 21 = -260 28) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) ' Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 20 = -260 29) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 18= -260 30) 25th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-30=-20, 30-32=-140(F=-120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 16 = -260 31) 26th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 • Continued on .a.e 4 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Uuta'Jed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral „A support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent �t�1� bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery. erection and « /rr7.7co. bracing. consult 051 -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. the i i 583 D'Onotrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. [1106 A4A ROOF TRUSS 5 I 1 • 5 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14.08:14 2004 Page 4 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=-260 32) 27th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12.21 = -20 Concentrated Loads (lb) Vert: 13= -260 33) 28th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 30 = -20, 30- 32=- 140(F= -120), 11- 32 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 12 = -260 • • • - I . I ' I - I ( • • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded A vertically Applicability of design parameters 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 responsibility 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 1. �f f *tCe bracing, consult QST•88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute.. tl le a it V S.7CO. 583 D'Onotrlo Drive, Madison. WI 53719. & BUILDING SUPPLY INC i 11065 A4SG !ROOFTRUSS 1 i 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:20 2004 Page t _ 9 -2 -8 16-9 -7 25 -7 -1 33-9-9 42-4-7 50-0-3 I 57 -9 -4 58.2 -12 9-2-8 7-6-15 8-9-10 8.2 -8 8-6-14 7.7.11 7 -9 -1 0-5 -8 0.50 12 Scale = 1 97 4 4x6 = 3x6 = 6x8 = 10x10 = 5x7 = 8x8 = 4x4 = 10 99 100 101 11 8x8 = 4x5 = 4x4 = 7 97 B 9 98 g 22 4x10 = 4 95 5 6 96 -� n- -- ll • Sr - �4 2 3 94 T3�6T1-19 _ 11 - B E d r �- ;; 11 A S' I I I S r , i S B7 S 45 q 1 rn 4 27 1N8 W: 1 W S / x S ST20 S 36 T 5 3/'�'9 l 1 12 I S- e I S bk. `. 26 I ST / I S Qom.,. L 3 r4 ti 9 �i : ! - _ :u , I ✓ I S }� s `6 L _Qt S ` � 21 102 20 19 103 18 104 17 16 105 15 14 106 13 107 12 6x8 = 4x6 = 4x4 = 8x8 = 4x4 = 4x5 = BxB = 5x5 = 5x10 = 8x8 = 4x5 = 4x5 = 4x5 = I 10-3-15 1 19 -7-4 1 29-11-2 l 39-5-3 I 47 -9 -0 I 58-2-12 10 -3 -15 9 -3 -5 10-3-14 9-6-1 8 -3-13 10-5-12 . Plate Offsets (X,Y): [2:0- 5- 0,0- 2- 8],[3:0- 4- 0,0 -4- 8],[4:0- 2- 8,0 -2- 8],[5:0- 2 -0,0 -2- 8],[7:0- 2- 0,0 -2- 8],[9:0.2- 8,0 -2 -8], [10:0 -5- 0,0-4- 0],[11:0- 4- 4,0 -2- 12],[12:0- 3 -0,0 -2 -8], [13:0 -1- 12,0 -2 -8], [15:0- 1- 8,0 -2 -8], [16:0- 2- 0,0 -0 -1], [16:0- 2- 0,0 -2 -8]. (17:0- 4 -0,Edge), [18:0 -1- 12,0 -2 -8], (19:0- 4- 0,Edgo], [20:0- 2- 4,0 -2 -8], [24:0 -2 -8 ,0 -1 -0), [26:0- 2- 8,0 -1 -0], [27:0- 2- 8,0 -1 -0], [29:0- 2- 8,0 -1 -0], [30:0- 2- 8,0 -1 -0], [31:0.2- 8,0 -1 -0], [34:0- 2- 8,0 -1 -0], [35:0- 2- 8,0 -1 -0], [39:0- 2- 8,0 -1 -0], [40:0- 2- 8,0 -1 -0], [41:0- 2- 8,0 -1 -0], [44:0- 2- 8,0 -1 -0], [45:0- 2- 8,0 -1 -0], [47:0.2- 8,0 -1 -01, [49:0.2- 8,0 -1 -0], [50:0- 2- 8,0 -1 -0], [52:0.2- 8,0 -1 -0], [53:0- 2- 8,0 -1 -0] , [57:0- 2- 8,0 -1 -0], [58:0- 2- 8,0 -1 -0], [59:0- 2- 8,0 -1 -0], [60:0- 2- 8,0 -1 -0], [62:0- 2- 8,0 -1 -0], [64:0- 2- 8,0 -1 -0], [65:0- 2- 8,0 -1 -0], [67:0- 2- 8,0 -1 -0], [68:0 -2 -8 ,0 -1 -0], [70:0- 2- 8,0 -1 -0], [71:0- 2- 8,0 -1 -0], [75:0- 2- 8,0 -1 -0], [76:0- 2- 8,0 -1 -0], [78 2- 8,0 -1 -0], [79:0- 2- 8,0 -1 -0], [82:0- 2- 8,0 -1 -0], [83:0- 2- 8,0 -1 -0], [84:0- 2- 8,0 -1 -0], [85:0- 2- 8,0 -1 -0], [87:0- 2- 8,0 -1 -0], [88:0- 2- 8,0 -1 -0], [90.0- 2- 8,0 -1 -01, [91:0- 2- 8,0 -1 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.67 Vert(LL) -0.47 16 -18 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.89 16 -18 >773 240 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.26 12 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 608 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . Except: BOT CHORD 2 X 6 DF No.2 `Except* 1 Row at midpt 1 -22 B3 2 X 6 DF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std `Except` WEBS 1 Row at midpt 21 -22, 11 -12, 4 -20, 5 -18, 7 -15 EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 4 DF 2400F 2.0E 2 Rows at 1/3 pts 2 -21, 9 -13, 10 -12 W12 2 X 4 DF 1650F 1.5E, W13 2 X 4 DF No.2 S OTHERS 2 X 4 DF Stud /Std See "Web Brace Memo" for required T -Brace condition Design of all continuous REACTIONS (lb /size) 21= 2619/0 -5 -8, 12=3064/0-5-8 lateral bracing is by others. 1 Max Horz21= 273(load case 4) g y . A il l ROff FORCES (lb) - Maximum Compression /Maximum Tension - 1 9 TOP CHORD 1 -21 =- 351/2, 1- 22 =0/0, 1 -93 =- 98/109, 2 -93 =- 85/116, 2 -3= -4215/2, 3 -94 =- 4204/3, 4 -94 =- 4195/7, 4 -95 =- 5952/0, , �� 5 -95 =- 5939/0, 5 -6 =- 6215/0, 6 -96 =- 6203/0, 7 -96 =- 6203/0, 7 -97 =- 5129/0, 8 -97 =- 5116/0, 8 -9 =- 5104/0, 9 -98 =- 3346/0, 822PE I 10 -98 =- 3326/0, 10 -99 =- 156/5, 99- 100 =- 146/13, 100- 101 =- 146 /14,11- 101 =- 130/30,11 -12= -645/0 BOT CHORD 21- 102 =- 114/3867, 20- 102 =- 114/3867, 19 -20 =- 29/5597, 19 -103 =- 29/5597, 18- 103 =- 29/5597, 18- 104 = 0/6345, , 17- 104 = 0/6345, 16- 17= 0/6345, 16- 105 = 0/5950, 15- 105 = 0/5950, 14- 15= 0/4574, 14- 106 = 0/4574, 13- 106 = 0/4574, ; c rr 13- 107 = 0/2724, 12- 107 = 0/2724 WEBS 2 -21 =- 4379/0, 2 -20= 0/1468, 4 -20 =- 1869/0, 4 -18= 0/699, 5 -18 =- 586/0, 5 -16 =- 250/102, 7 -16 =- 37/472, 7 -15 =- 1271/29 ,> ' , 9 -15 =- 9/1253, 9 -13 =- 2019/61, 10 -13 =- 45/1855, 10 -12 =- 3504/0 ' f! polio. NOTES - 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal 10 the face), see MiTek - "Standard Gable End Detail" EXPIRA DATE: 12 / 31 / O 2) All plates are 2x4 M1120 unless otherwise indicated. 3) Gable studs spaced at 2 -0-0 oc. - [ J , 2 '7 f� 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, �- N 2 ,7 2Oe UBC -97. ,5) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, CoRt rt lay.aT2 modified. Building designer must review loads to verify that they are correct for the intended use of this truss. A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertibalty. Applicability of design parameters 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 responsibility 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 the V SSco, bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -9l Handling Installing and Bracing Recommendation available from Truss Plate institute, 583 D'Onofrlo Drive, Madison. WI 53719 & BUILDING SUPPLY INC. 111065 A4SG ROOF TRUSS 1 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08.23 2004 Page 2 NOTES 6) This truss has been designed for a moving concentrated load of 250.01b live and 10.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 99 = -70, 99- 101=- 190(F= -120), 11- 101 = -70, 12- 21 = -20 2) UBC: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 =-40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -99 =0, 99- 101=- 120(F= -120), 11- 101 =0, 11- 12 = -15, 12 -21 = -1 Horz: 1- 21 =15, 1- 22 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -99 =0, 99- 101=- 120(F= -120), 11- 101 =0, 11- 12 =15, 12 -21 = -1 Horz: 1- 21 = -15, 1- 22 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -99 =0, 99- 101=- 120(F= -120), 11- 101 =0, 11- 12 = -20, 12 -21 = -1 Horz: 1- 21 = -20, 1- 22 = -20, 1- 11 = -20, 11 -12 =20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) ' Vert: 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 93 = -260 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib). Vert: 94= -260 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 95= -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 96 = -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 97 = -260 12) 7th Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 98 = -260 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 100 = -260 14) 9th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert. 11= -260 15) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 2= -260 Continued on page 3 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Instated and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral support 9f Individual web members only Additional temporary bracing to insure stability during construction ts the responsibility 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 the TR V r<7r.7co bracing. consult QST-88 Quality Standard, DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate institute, & BUILDING SUPPLY INC. 583 D'Onoirio Drive. Madison, WI 53719. 11065 A4SG ROOF TRUSS 1 1 Job Reference (optional) The Truss Co., Sumner WA ! Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc. Tue Jan 27 14:08:24 2004 Page 3 LOAD CASE(S) Standard 16) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-99=-20, 99- 101=- 140(F= -120), 11- 101 = -20, 12-21=-20 Concentrated Loads (lb) Vert: 4 = -260 17) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-99=-20, 99. 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 5= -260 18) 13th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-99=-20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Veil. 7 = -260 19) 14th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1.99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert. 9 = -260 20) 15th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert 10 = -260 21) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 11 = -260 22) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F =- 120), -11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 102 = -260 23) 18th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-99=-20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 103 = -260 24) 19th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 104 = -260 25) 20th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 105= -260 • 26) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) - Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 106= -260 27) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 107=-260 • 28) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert 21= -260 29) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 20 = -260 30) 25th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Continued on .a.e 4 • . ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent �1TT�� co. 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 QST-88 Quality Standard. DSB -89 Bracing Specification. and HIB -9t Handling Installing and Bracing Recommendation available horn Truss Plate Institute. thei i� V.7.7 583 D'Onofrio Drive. Madison, W153719. & BUILDING SUPPLY INC. • 11065 A4SG ROOF TRUSS 1 I 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:24 2004 Page 4 • LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 18= -260 31) 26th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-99=-20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 16 = -260 32) 27th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Veil: 1- 99 = -20, 99- 101=- 140(F= -120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 15= -260 • 33) 28th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99=- 20,99- 101=- 140(F =- 120),11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 13 = -260 34) 29th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 99 = -20, 99- 101=- 140(F =- 120), 11- 101 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 12 = -260 • • • • • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon porameters shown. and Is for an Ind building component to be bstalled and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown is for lateral .41 I support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibihty of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and the TR V r`7r,7co. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC. • 11065 A5 ROOF TRUSS 10 1 Job Reference (optional) , The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:27 2004 Page 1 9-2-8 t 16-9-7 I 25 -7 -1 I 33 -9.9 t 42-4-7 t 50-0-3 t 57-9-4 58.2.12 9 -2 -8 7-6-15 8 -9 -10 8.2 -8 8-6-14 7-7-11 7-9-1 0-5-8 Scale = 1 97 6 0.50 12 5x7 = 4x5 = 3x6 = 6x8 = 6x8 = 2x4 I 6x8 = 4x5 = 28 10 29 11 6x8 = 4x8 = 4x4 = 7 27 8 9 U 21 (1, 5x14 = 25 5 6 26 - u._ II 4 n 23 2 3 24 4 K o � . E E 10 W W12 W13 0 / .. �4 W ° ^ In _ . , J2 2 2 10, - N 20 30 19 31 32 18 33 17 16 34 15 14 35 36 13 37 12 8x10 = 9x22.5 M1116= 5x5 = 6x14 MII18H= 5x5 = 6x10 MII18H= 5x7 = 5x10 = 5x5 = 4x5 = I 10-3-15 I 19-7-4 I 29-11-2 I 39-5 -3 t 47 -9-0 I 58-2-12 t 10-3-15 9-3-5 10 -3 -14 9 -6-1 6 -3-13 10-5-12 Plate Offsets (X,Y): 14:0- 4- 0,0 -2-8], 15:0- 2 -0,0 -2 -81, 17:0- 2- 8,0 -2 -8], [11:0- 2- 8,0 -1 -0], 112:073- 8,0 -2 -81 113:0- 3 -0,0 -2 -81, 115:0- 1- 8,0- 2 -12], [16:0- 2- 8,0- 2 -12), (17:0 -7 -0,Edge], [18:0- 2 -8,0 -2 -121 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.87 Vert(LL) -0.74 16 -18 >935 360 MII20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -1.11 16 -18 >625 240 MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.29 12 n/a n/a MII16 176/121 BCDL -• 10.0 Code UBC97 /ANSI95 (Matrix) - Weight: 402 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . Except: BOT CHORD 2 X 6 DF 2400F 2.0E 'Except* 1 Row at midpt 1 -21 B1 2 X 6 DF 1650F 1.5E, B4 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' WEBS 1 Row at midpt 20 -21, 11 -12, 5 -18, 7 -15 EV1 2 X 4 DF No.2, EV2 2 X 6 DF No.2, W1 2 X 6 DF 1650F 1.5E 2 Rows at 1/3 pts 2 -20, 4 -19, 9 -13, 10-12 W112X4OFNo. 2 ,W122X4DF1800F1.6E,W132X4OFNo.2 • See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 20= 3227/0 -5 -8, 12= 3229/0 -5-8 Design of all continuous Max Horz 20=272(load case 4) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -20 =- 351/1, 1- 21 =0/0, 1 -23 =- 96/108, 2 -23 =- 83/114, 2 -3 =- 5342/0, 3 -24 =- 5331/0, 4 -24 =- 5322/0, 4 -25 =- 7946/0, r 5 -25 =- 7933/0, 5-6 =- 8310/0, 6 -26 =- 8298/0, 7 -26 =- 8298/0, 7 -27 =- 6739/0, 8 -27 =- 6726/0, 8 -9 =- 6714/0, 9 -28 =- 4118/0, r 4� 10- 28=- 4107/0, 10 -29 =- 81/69, 11- 29=- 75/72, 12- 22=- 335/7, 11- 22= -334/8 • ' I I Of BOT CHORD 20- 30= 0/4919, 19- 30= 0/4919, 19- 31= 0/7334, 31- 32= 0/7334, 18- 32= 0/7334, 18- 33= 0/8398, 17- 33= 0/8398, ; I G N E - / 16- 17= 0/8398, 16- 34= 0/7833, 15- 34= 0/7833, 14- 15= 0/5866, 14 -35= 0/5866, 35- 36= 0/5866, 13- 36= 0/5866, 't �- • 13 -37= 0/3232, 12 -37= 0/3232 I f 1822PE � WEBS 2 -20 =- 5601/0, 2 -19= 0/2038, 4 -19 =- 2658/0, 4 -18= 0/1232, 5 -18 =- 672/0, 5 -16 =- 183/169, 7 -16= 0/873, 7 -15 =- 1687/0, / 9-15=0/1993, 9-13=-2867/0, 10-13=0/2651, 10- 12=- 4294/0 NOTES ' // I�� 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I PO enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers V� exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate gnp increase is 1.33 -- 2) All plates are MI120 plates unless otherwise indicated. tEXPIRATION DATE: 12 / 31 / 04 3) Load case(s) 1, 2, 3, 4, 5. 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 -- has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss 4) This truss has been designed for a moving concentrated load of 250.OIb live and 10.Olb dead located at all mid panels and at all ' / f1 2 7 20 panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) • Continued on .a.e 2 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. A . Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded Al vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral - " ,I, support of individual web members only. Additional temporary bracing to insure stobility during construction Is the responsibility of the erector Additional permanent �f'fT� bracing of the overall structure is the responsibility of the building designer Far general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, the i i� V r.7Sco. 583 D'Onolrlo Drive. Madison, WI 53719. • & BUILDING SUPPLY INC. • 11065 A5 ROOF TRUSS 110 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:29 2004 Page 2 LOAD CASE(S) 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 11 = -70, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 2) UBC: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 31 = -40, 31- 36=- 80(F = -40). 12- 36 =-40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -11 =0, 12- 22 = -15, 20- 31 = -1, 31- 36=- 41(F =-40), 12 -36 = -1 Horz: 1- 20 =15, 1- 21 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -11 =0, 12- 22 =15, 20- 31 = -1, 31- 36=- 41(F =-40), 12 -36 = -1 Horz: 1- 20 = -15, 1- 21 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -11 =0, 12- 22 = -20, 20- 31 = -1, 31- 36=- 41(F =-40), 12 -36 = -1 Horz: 1- 20 = -20, 1- 21 = -20, 1- 11 = -20, 11 -12 =20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 23=-260 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (lb) Vert: 24= -260 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 25 = -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 26= -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 27 = -260 12) 7th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 28 = -260 13) 8th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 • Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 29 = -260 14) 9th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 11= -260 15) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniforrri Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 2= -260 16) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 4 = -260 Continued on .a.e 3 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. • Design valid for use only with Milek connectors. This design is based only upon parameters shown. and Is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility 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 the V r.7�7co. bracing, consult GIST -88 Quality Standard. DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation ovoloble from truss Plate Institute. 583 D'Onofrlo Drive, Madison. WI 53719 & BUILDING SUPPLY INC. • • 11065 A5 ROOF TRUSS 10 1 Job Reference (optional) Tne Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:30 2004 Page 3 LOAD CASE(S) 17) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (Ib) Vert 5 = -260 18) 13th Sprinkler Load. Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 7 = - 260 19) 14th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 9=-260 20) 15th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert 10= -260 21) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert. 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (lb) Vert: 30= -260 22) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (lb) Vert: 32 = -260 23) 18th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 33 = -260 24) 19th Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 34= -260 25) 20th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 35 = -260 26) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 - Concentrated Loads (Ib) Vert: 37= -260 27) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 11 = -20, 20- 31 = -20, 31= 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 20= -260 28) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 19= -260 29) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (lb) Vert. 18= -260 30) 25th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 Concentrated Loads (lb) Vert 16=-260 31) 26th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F = -40), 12- 36 = -20 - Continued on .a.e 4 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded Applicability of design parameters 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 responsibility of the erector. Additional permanent I I bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage. delivery, erection and theTR bracing. consult QST -88 Quolily Standard, DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Modlson, WI 53719 & BUILDING SUPPLY INC. 11065 IA5 ROOF TRUSS 10 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:31 2004 Page 4 LOAD CASE(S) Concentrated Loads (Ib) Vert: 15= -260 32) 27th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Veil: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 13=-260 33) 28th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 31 = -20, 31- 36=- 60(F =-40), 12- 36 = -20 Concentrated Loads (Ib) Vert: 12 = -260 • • • • ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded vertically. Applicability of design parometers and proper Incorporation of component b 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 responsibility of the erector. Additional permanent r�� co. 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 QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, thei i� V �7r7 583 D'Onotrlo Drive, Madison. WI 53719. & BUILDING SUPPLY INC. • • • 1 11065 A5GR ROOF TRUSS 1 2 Job Reference (optional) i The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:33 2004 Page 1 I 9-2-8 I 16 -9 -7 25 -7 -1 i 33 -9-9 t 42 ,4 -7 I 50 -0-3 57 -9 -4 58 9 -2 -8 7-6-15 8-9-10 8-2-8 8-6-14 7-7-11 7 -9 -1 0 -5 -8 Scale = 1 97 2 0.50 12 4x6 = 4x5 = 3x5 = 6x8 = 6x8 = 2x4 II 6x8 = 4x4 = 10 11 6x8 = 4x5 = 4x4 - 6 7 8 9 _S1 j i, . 22 I 5x10 = II -- 2 3 4 n dj W1 1 W4 W v:O W 12 3 c , S 23 1 I d :1 ' 1 -e- 21 - 24 20 19 25 26 18 27 17 16 28 15 14 29 30 13 31 12 6x9 = 6x6 = 6x6 = 6x10 MII18H= 6x6 = 6x10 MII18H= 6x6 = 6x9 = 6x10 MII18H= 6x6 = 4x5 = • I 10 -3.15 I 19-7-4 29-11-2 I 39-5-3 I 47 -9 -0 I 58-2-12 I • 10 -3 -15 9-3-5 10-3-14 9 -6 -1 8-3-13 10 -5-12 Plate Offsets (X,Y): [4:0- 2- 0,0 -2 -8], (5:0- 2 -0,0 -2 -8], [7:0 -1- 12,0 -2-8], [9:0- 2 -0,0 -2 -8], [11:0- 2- 8,0 -1 -0], [12.0- 2- 4,0 -3 -0], [13:0- 2- 4,0- 3 -12], [15:0- 2- 8,0- 3 -12], [16:0- 3- 0,0 -4 -0], [18:0- 3- 0,0 -4 -0], [20:0 -2- 12,0 -3 -12] • LOADING (psf) SPACING 2 -0-0 CS! DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.75 - Vert(LL) -0.33 16 -18 >999 360 MII20 220/195 • TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.97 16 -18 >710 • 240 MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.20 12 n/a n/a BCDL .- 10.0 Code UBC97 /ANS195 (Matrix) Weight: 879 lb • LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . BOT CHORD 2 X 8 DF SS BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except* WEBS 1 Row at midpt 4 -20, 9 -13, 10 -12 EV1 2 X 4 DF No 2, EV2 2 X 6 DF No.2, W1 2 X 6 DF No.2 2 Rows at 1/3 pts 2 -21 • W22X4OFNo. 2 ,W112X4OFNo.2,W122X4DF1650F1.5E • W13 2 X 4 DF No.2 Se "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 3227/0 -5 -8, 12= 3229/0 -5 -8 Design of all continuous Max Horz 21= 270(load case 4) lateral bracing is by others. Max Grav21= 6396(load case 6), 12= 8306(load case 6) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -21 =- 299/0, 1- 22 =0 /0, 1 -2 =- 202/110, 2 -3 =- 10799/0, 3 -4 =- 10797/0, 4 -5 =- 15522/0, 5-6 =- 16144/0, 6 -7 =- 16141/0, 1 , ! f ` 7- 8=- 13123/0, 8- 9=- 13116/0, 9.10 =- 8240/0, 10 -11 =- 242/60, 12 -23 =- 242/4, 11- 23= -239/5 ", f) ,4 BOT CHORD 21- 24= 0/9617, 20- 24= 0/9617, 19- 20= 0/14075, 19- 25= 0/14075, 25- 26= 0/14075, 18- 26= 0/14075, 18-27=0/15946, C F F 17- 27= 0/15946, 16- 17= 0/15946, 16- 28= 0/14892, 15- 28= 0/148, 14- 15= 0/11232, 14- 29= 0/11232, 29- 30= 0/11232, •C #. il 13-30=0/11232, 13- 31= 0/6211, 12- 31= 0/6211 18 WEBS 2 -21 =- 10932/0, 2 -20= 0/5020, 4 -20 =- 4379/0, 4 -18= 0/2908, 5 -18 =- 1450/840, 5 -16 =- 904/980, 7 -16= 0/2337, 7 -15 =- 2696/0, 9- 15= 0/4291, 9- 13=- 4869/0, 10- 13= 0/6021, 10- 12= -8128/0 ' �j • 1 r r NOTES I �4 � it 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: r., Top chords connected as follows 2 X 4 - 2 rows at 0 -9-0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc. • �O AI G� Bottom chords connected as follows: 2 X 8 - 2 rows at 0 -9-0 oc. VaV Webs connected as follows. 2 X 4 - 1 row at 0 -9-0 o_c, 2 X 6 - 2 rows at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord `EXPIRATION DATE: 12 131 / dead load and 19 0 psf bottom chord dead load, 100 mi from humcane oceanline, on an occupancy category I, condition I c E r1 F� �> r , 1ryu� enclosed building, dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers 1[1! ! u exist, they are exposed to wind If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate gnp increase is 1.33 4) All plates are M1120 plates unless otherwise indicated. 5) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19 has /have been modified. Building designer must review ... . veri t -t they are correct for the intended use of this truss .r I -... ...- A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded ,1 verlIcally. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing mown Is for lateral /,•• support of individual web members only Additional temporary brocing to Insure stability during construction Is the responsibility 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. derivery, erection and the V r.7r7co. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. - & BUILDING SUPPLY INC. 11065 A5GR ROOF TRUSS l 1 2 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:35 2004 Page 2 NOTES 6) This truss has been designed fora moving concentrated load of 1900 Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1900.0lb down at 57 -9 -4 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 11 = -70, 21- 25 = -20, 25- 30=- 60(F = -40), 12- 30 = -20 2) UBC• Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 25 = -40, 25- 30=- 80(F = -40), 12- 30 = -40 3) MWFRS Wind Left. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -11 =0, 12- 23 = -15, 21- 25 = -1, 25- 30=- 41(F =-40), 12 -30 = -1 Horz: 1- 21 =15, 1- 22 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -11 =0, 12- 23 =15, 21- 25 = -1, 25- 30=- 41(F =-40), 12 -30 = -1 Horz: 1- 21 = -15, 1- 22 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -11 =0, 12- 23 = -20, 21- 25 = -1, 25- 30=- 41(F =-40), 12 -30 = -1 Horz: 1- 21 = -20, 1- 22 = -20, 1- 11 = -20, 11 -12 =20 6) User defined: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11=- 20(F), 21- 25=- 180(F), 25- 30=- 220(F), 12- 30=- 180(F) Concentrated Loads (Ib) Vert: 12= -1900 7) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F = -40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 24= -1900 8) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F = -40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 26=-1900 9) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F =-40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 27=-1900 10) 4th Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F =-40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 28=-1900 11) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21.25 = -20, 25- 30=- 60(F = -40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 29=-1900 12) 61h Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F =-40), 12- 30 = -20 Concentrated Loads (lb) Vert 31 = -1900 13) 7th Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F =-40), 12- 30 = -20 Concentrated Loads (Ib) • Vert 21 = -1900 14) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F = -40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 20 = -1900 15) 9th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F =-40), 12- 30 = -20 Concentrated Loads (Ib) Vert. 18=-1900 • ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. ' Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for an indrvlduol building component to be instolled and loaded , ' vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent - r}� *. bracing of the overall structure is the responsibility of the building dosignor. For general guidance regarding fabrication. quality control storage. delivery. erection and bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Brocng Recommendation available from T t he i iL V r7r.7co. 'truss Plate Institute, t BUILDING SUPPLY INC. 583 D'Onolr o Drive, Madison. WI 53719. 11065 • A5GR ROOF TRUSS 1 2 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:36 2004 Page 3 LOAD CASE(S) 16) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F =-40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 16 = -1900 17) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F = -40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 15 = -1900 18) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F =-40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 13= -1900 19) 13th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 25 = -20, 25- 30=- 60(F =-40), 12- 30 = -20 Concentrated Loads (Ib) Vert: 12=-1900 • • - I ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and Is for on individual building component to be installed and loaded At vertically. Applicability of design parameters 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 Mobility during construction Is the responsibility of the erector. Additional permanent .�ntT co. bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication. quality control. storage, delivery. erection and the i i�Yr.7.7 bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Instating and Bracing Recommendation available from Truss Plate Institute. t BUILn1NG SUPPLY INC. 583 D'Onofrlo Drive, Madison. WI 53719. • 11065 A7 ROOF TRUSS 17 1 Job Reference (optional) J The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:45 2004 Page 1 4.9.13 l 13 -0-5 21-7-3 I 29 -2 -15 i 37 -0-0 37-5-8 4-9-13 6-2 -8 8-6 -14 7-7-11 7 -9 -1 0-5-8 Scale = 1 0 050 12 4x4 II 454 II 4x4 = 4x6 = 6x8 = 4x4 = 22 8 23 4x4 III 4x4 = 6x8 = 4�4 = 20 5 6 21 T}- 1 1 8 2 3 19 T2 n r „ m 0 ��ai� ri ° I W 8 W 10 W \ WI2 wl g W' 4 W 6 :s 17 16 RIl ry 0 A — c, O 82 _ 81 = 15 24 14 13 25 12 11 26 10 27 9 4x10 = 6x8 = 4x4 = 4x4 = 6x8 = 4x4 = 4x5 = 4x4 II 1 9-1-14 I 18-7-15 I 26 -11 -12 I 37.5 -8 9 -1 -14 9-6-1 8 -3-13 10 -5 -12 Plate Offsets (X,Y): [6 :0 -1- 12,0 -2 -0], [8:0- 3- 4,0 -2-4], [9:0- 2- 4,0 -2 -0], [14:0- 4- O,Edge], [15:0- 3 -0,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.71 Vert(LL) -0.16 9 -10 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.26 9 -10 >999 ., 240 BCLL 0.0 Rep Stress Ina NO WB 0.81 Horz(TL) 0.04 17 n/a n/a BCDL 10.0 I Code UBC97 /ANSI95 (Matrix) Weight: 269 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. ' WEBS 2 X 4 DF Stud /Std *Except' WEBS 1 Row at midpt 2 -15, 4 -12, 6 -10 EV1 2 X 6 DF No.2, EV2 2 X 6 DF No.2, W13 2 X 4 DF No.2 2 Rows at 1/3 pts 7 -9 See "Web Brace Memo" for • REACTIONS (lb /size) 17= 1664/0 -5-8, 15= 1627 /0 -5 -8 required T -Brace condition Max Horz 15= 239(load case 5) Design of all continuous Max Upliftl7=- 7(load case 5) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 15 -16 =- 297/19, 1 -16 =- 296/20, 1 -18 =- 82/60, 2 -18 =- 79/63, 2 -3 =- 1763/27, 3 -19 =- 1752/28, 4 -19 =- 1751/33, 4 -20 =- 2282/31, 5 -20 =- 2269/34, 5 -6 =- 2256/35, 6 -21 =- 1741/49, 7 -21 =- 1729/52, 7 -22 =- 60/78, 22-23=-48/81, a r flu 1 8- 23=- 47/81,9 -17 =- 7/1388,8 -17= -345/5 r 1 BOT CHORD 15- 24=- 144/1089, 14 -24 =- 144/1089, 13 -14 =- 144/1089, 13- 25=- 101/2195, 12- 25=- 101/2195, 11 -12 =- 66/2223, 11 -26 =- 66/2223, 10 -26 =- 66/2223, 10- 27=- 53/1441, 9 -27 =- 53/1441 . • mi N e . /.. WEBS 2- 15=- 1789/0, 2-13=0/1122, 4-13=-849/0, 4-12=-34/251, 6-12=-22/265, 6-10=-806/22, 7-10=0/873, 7 -9 =- 1899/11 822PE f f NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord G lei . ; �.. dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers � � exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip • p o i w1� increase is 1.33 V� 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 4) Beanng at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should LEXPIRATION DATE: 12 / 31 / oai verify capacity of bearing surface. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 17. ! `3��p`i 2 y , {, ,) ON 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 10.Olb dead located at all mid panels and at all !! [[MM /+ r l� panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard • . ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and looded vertically. Applicability of design parameters 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 responsibility 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 the Yssco. bracing, consult QST-88 Quality Standard. DSB -B9 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate institute, 583 D'Onofrlo Drive, Madison WI 53719. _ & BUILDING SUPPLY INC. • 11065 A8 ROOF TRUSS 4 1 i Job Reference (optional) i The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc. Tue Jan 27 14:08:49 2004 Page 1 J 4 -9 -13 I 13 -0.5 I 21 -7 -3 I 29-2-15 I __ __ 37-0 -0 3 -1-8 4-9-13 8 -2 -8 8-6-14 7-7-11 7-9-1 0 -5-8 Scale = 1:67.2 T 4x4 I I 0 50 4x4 II 4x4 = 4x6 = 6x8 = 4x5 = 26 827 23 5 6 2x4 II 6x8 = 4x4 = 22 24 25 7 4x4 II 4x6 = 20 4 21 1_ 1 18 T 2 3 19 T2 II n T �R 'P s. 0 o 10 W W12 W 3 4 W 6 17 sr 16 II \ o N 83m _ B 2 2.. 81 15 28 14 13 29 12 11 30 10 31 9 4x10 = 6x8 = 4x5 = 4x4 = 6x8 = 4x4 = 4x6 = 4x4 II 9 -1 -14 I 18 -7 -15 I 26-11-12 I 37-5-8 l I 9-1-14 9 -6-1 8-3-13 10-5-12 Plate Offsets (X,Y): [6:0 -1- 12,0 -2 -0], [7:0- 2- 4,0 -2 -0], [8:0- 3 -0,0 -2-4], [9:0 -2- 12,0 -2 -01, [10:0- 1- 4,0 -2 -0], [13:0- 2 -0,0 -2 -0], [14:0- 4- 0,Edge], [15:0- 3- 0,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.73 Vert(LL) -0.16 9 -10 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.29 12 -13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.05 17 n/a n/a I BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 269 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' WEBS 1 Row at midpt 2 -15, 4 -13, 6 -10 EV1 2 X 6 DF No.2, EV2 2 X 6 DF No.2, W13 2 X 4 DF No.2 2 Rows at 1/3 pts 7 -9 See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 17= 2092/0 -5-8, 15= 2040/0 -5 -8 Design of all continuous Max Horz 15= 239(load case 5) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 15 -16 =- 311/5, 1 -16 =- 309/7, 1 -18 =- 87/56, 2 -18 =- 86/58, 2 -3 =- 2353/0, 3 -19 =- 2343/0, 19- 20=- 2341/0, 4 -20 =- 2330/0, 4-21=-3177/0, 21-22=-3152/0, 22 -23 =- 3150/0, 5-23=-3139/0, 5-6=-3134/0, 6-24=-2357/0, 24-25=-2335/0, 7 -25 =- 2331/0, 7 -26 =- 60/76, 26 -27 =- 50/81, 8 -27 =- 47/82, 9 -17= 0/1825, 8 -17 =- 335/15 BOT CHORD 15- 28= 0/1385, 14- 28= 0/1385, 13- 14= 0/1385, 13- 29= 0/3037, 12- 29= 0/3037, 11- 12= 0/3132, 11- 30= 0/3132, /� ' / 10- 30= 0/3132, 10- 31= 0/1912, 9- 31= 0/1912 11... ��' �� WEBS 2 -15 =- 2280/0, 2 -13= 0/1623, 4 -13 =- 1328/0, 4 -12= 0/317, 6 -12 =- 77/209, 6 -10 =- 1299/0, 7 -10= 0/1284, 7 -9 =- 2541/0 . . N F r , , A � i / /fj 1 NOTES 1) Unbalanced roof live loads have been considered for this design. %1B22P 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers r A / F r exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip t! N increase is 1.33 C � 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, RQ� UBC -97. 4) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31 has /have EXP !!! 1 d IRATION DATE: 12 131 / 04 been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 6) This truss has been designed for a moving concentrated load of 250.01b live and 10.01b dead located at all mid panels and at all r r N cp r� �ttl�ti panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. �� l� - 7) In the LOAD CASE(S) section, loads applied,to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design volld for use only with MITek connectors This design Is based only upon parameters shown. and Is for an Individual building component to be lnstaCed and loaded ,: vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent �.pf�� bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, deliver /. erection and bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification. and HIB-9l Handling Installing and Bracing Recommendation available from Truss Plate Institute. the 8 i� V r.7Sco. 583 D'Onofrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. 11065 I AB ROOF TRUSS 4 1 ' Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc Tue Jan 27 14:08:51 2004 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 20 = -70, 20- 22=- 140(F = -70), 22- 23 = -70, 23.25=- 140(F = -70), 8- 25 = -70, 9- 15 = -20 2) UBC: Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 =-40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert. 15- 16 = -15, 1 -20 =0, 20- 22=- 70(F = -70), 22 -23 =0, 23- 25=- 70(F = -70), 8 -25 =0, 8 -17 =8, 9 -15 = -1 Horz: 1- 15 =15, 1- 8 = -20, 9- 17 =25, 8 -17 = -8 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 15- 16 =15, 1 -20 =0, 20- 22=- 70(F = -70), 22 -23 =0, 23- 25=- 70(F = -70), 8 -25 =0, 8- 17 = -22, 9 -15 = -1 Horz: 1- 15 = -15, 1- 8 = -20, 8 -9 =22 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 15- 16 =20, 1 -20 =0, 20- 22=- 70(F = -70), 22 -23 =0, 23- 25=- 70(F = -70), 8 -25 =0, 8- 17 =13, 9 -15 = -1 Horz: 8- 15 = -20, 8 -9 = -13 6) 1st unbalanced Regular. Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 20 = -70, 20- 22=- 140(F = -70), 22- 23 = -70, 23- 25=- 140(F = -70), 8- 25 = -70, 9- 15 = -20 7) 2nd unbalanced Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 8) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert: 1= -260 9) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Vert: 18= -260 • 10) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Veil: 19= -260 11) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Veil: 21 = -260 12) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Vert. 24 = -260 13) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Vert: 26= -260 14) 7th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert: 27=-260 15) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert 8 = -260 16) 9th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert: 1= -260 17) 10th Sprinkler Load: Lumber Increase =1 25, Plate Increase =l 25 Uniform Loads (plf) Vert. 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral II support of Individual web members only Additional temporary bracing to insure stability during construction Is the responsibility 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 tn SS MUCO, bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, V.7.7 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC • • • 11065 A8 ROOF TRUSS j 4 I 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:52 2004 Page 3 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 1 = -260 18) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-20=-20, 20.22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert: 2 = -260 19) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1.20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9.15 = -20 Concentrated Loads (Ib) Vert: 4 = -260 20) 13th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1.20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Veil: 6 = -260 21) 14th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Vert: 7 = -260 22) 15th Sprinkler Load: Lumber Increase =1.25. Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20.22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert: 8 = -260 23) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Vert: 28= -260 24) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Vert: 29 = -260 25) 18th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert: 30 = -260 • 26) 19th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert: 31 = -260 27) 20th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert. 15= -260 28) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) • Vert: 13= -260 29) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Vert: 12= -260 30) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (Ib) Vert: 10 = -260 31) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 20 = -20, 20- 22=- 90(F = -70), 22- 23 = -20, 23- 25=- 90(F = -70), 8- 25 = -20, 9- 15 = -20 Concentrated Loads (lb) Vert: 9= -260 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek connectors Thls design Is based only upon parameters shown. and Is for an Individual building component to be Installed and loaded vertically Applicability of design parameters 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 responsibility of the erector. Addirional permanent *�� bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication. quality control, storage. delivery, erection and theTRUSSeo. bracing. consult QST -88 Qualify Standard. DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719. & BUILDING SUPPLY INC. 11065 B1 ROOF TRUSS 11 1 Jab Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:08:55 2004 Page 1 I 8 -0-11 { 13 -2-0 I 21-2-12 I 28 -11 -7 I 35 -8-10 i 43-8-11 I 50.13.5 -_ 58-2-12 I • 8-0-11 5 -1 -5 8 -0-12 7-8-11 6-9-2 8.0.1 6-11-10 7 -6 -7 Scale = 1 99 2 050172 454 = 6x8 = 4x5 = 3x5 II 6x8 = 8x12 = 4x4 = 28 10 29 11 4x4 = 5x7 = 2x4 II 26 7 27 8 9 y 3x6 = 24 5 25 6 1 22 2 23 3 4 �� ►_' 4 owl v c1 1_ 4 - ' r�� .. W4 W5 - W6 . : j .• 21 30 20 19 18 31 17 16 32 15 14 33 13 34 12 4x8 = 3x5 = 4x8 = 4x10 = 3x5 = 3x5 = 4x6 = 3x5 = 5x5 = 4x6 = I 10 -7 -12 I 21-2-12 I 30 -3 -2 1 39 -10 -3 I 48-11-13 58 -2 -12 10 -7 -12 10 -7-0 9-0-6 9-7-1 9-1-10 9 -2 -15 Plate Offsets (X,Y): [2:0 -0- 12,0 -2- 8],[4:0- 3- 4,0 -2- 8],[5:0- 2- 8,0 -1- 0],[6 -4- 0,0-4- 8],[7:0- 2- 0,0 -2- 8],[9:0- 2 -0,0 -2- 8],[10:0- 2- 8,0 -2- 8],[12:0 -1- 12,0 -2- 8],[17:0- 2 -0,0 -1 -8], 118:0- 5- 0,0- 1 -12], [19:0- 4- 0,Edge], [21:Edge,0 -1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.89 Vert(LL) -0.66 18 -20 >380 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.90 15 -17 >490 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.14 12 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 307 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1650F 1.5E *Except* TOP CHORD Sheathed T2 2 X 6 DF No.2, T4 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: BOT CHORD 2 X 4 DF 1650F 1.5E 6 -0-0 oc bracing: 18 -20. WEBS 2 X 4 DF Stud /Std *Except* WEBS 1 Row at midpt 2 -21, 7 -17 EV1 2 X 4 DF 1650F 1.5E, EV2 2 X 6 DF No.2 2 Rows at 1/3 pts 4 -18, 6 -18, 10 -12 W6 2 X 4 DF 1650F 1.5E See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 524/0 -5 -8, 12= 1424/0 -5-8, 18= 3260/0 -5-8 Design of all continuous Max Horz 21= 136(load case 4) lateral bracing is by others. - FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -21 =- 348/1, 1 -22 =- 432/12, 2 -22 =- 428/18, 2 -23 =- 667/18, 3 -23 =- 664/19, 3 -4 =- 663/20, 4 -24 =- 32/3060,- , i ,� Offf i 5 -24 =- 29/3074, 5 -25 =- 26/3048, 6 -25 =- 20/3069, 6 -26 =- 1678/10, 7 -26 =- 1668/15, 7 -27 =- 3246/0, 8 -27 =- 3235/0, 8 -9 =- 3225/0, 9- 28=- 2481/0, 10- 28=- 2471/5, 10- 29=- 160/39, 11- 29=- 155/42, 11- 12= -337/1 ' F ( I q / / BOT CHORD 21- 30=- 71/809, 20- 30=- 71/809, 19- 20=- 392/202, 18- 19=- 392/202, 18- 31=- 14/1171, 17 -31 =- 14/1171, 16- 17= 0/2998 - / 16- 32= 0/2998, 15 -32= 0/2998, 14 -15= 0/3221, 14 -33= 0/3221, 13 -33= 0/3221, 13 -34 =- 5/2128, 12 -34 =- 5/2128 i r1822PE WEBS 2 -21 =- 655/11, 2 -20 =- 605/19, 4 -20= 0/874, 4 -18 =- 2780/0, 5 -18 =- 673/1, 6 -18 =- 4516/0, 6 -17= 0/1085, 7 -17 =- 1547/0, 7 -15= 0/409,9 -15 =- 54/294,9 -13 =- 910/0, 10 -13= 0/767, 10 -12 =- 2289/0 NOTES (4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord �.` / \>/ dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I • • po w1 �' i enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers Y� exist, they are exposed to wind If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate gnp increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, EX p ( RATION] DATE: 12131 l 04 UBC -97. 3) This truss has been designed for a moving concentrated load of 250.OIb live and 10.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. !JAN t 4) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for '" ,'�' `' ](1{, hanger connection. LOAD CASE(S) Standard A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon porometers shown, and is for on Individual building component to be installed and boded , ' vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral I.' support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility 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 theTRUSSco. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Handling Instating and Bracing Recommendation available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719 & BUILDING SUPPLY INC 11065 B1A ROOF TRUSS 6 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc. Tue Jan 27 14:09:00 2004 Page 1 8.0 -11 l 13-2-0 1 21-2-12 I 28 -11 -7 i 35 -8 -10 I 43-8-11 50-8-5 I 58 -2 -12 • • 8-0-11 - 5-1-5 8 -0-12 7 -8 -11 6-9-2 8 -0.1 6-11-10 7-6-7 Scale = 1 05012 4x4 = 3x6 = 6x8 = 4 = 3x5 II 6x8 = 8x12 = 4x4 = 30 11 22' 5 = 2x4 II 26 6 27 7 28 8 9 29 _II 10 5 a 4x4 = 1 23 2 24 3 4 25 - _ it 11111111116. . EV2 :" `- �� .. 5 W6 W � 11 21 31 20 19 16 32 17 16 33 15 14 34 13 35 12 4x8 = 3x5 = 4x8 = 4x10 = 3x5 = 3x5 = 4x6 = 3x5 = 5x5 = 4x6 = l 10-7-12 I 21-2-12 l 30 -3 -2 I 39-10-3 I 48-11-13 l 58-2-12 10 -7 -12 10 -7-0 9 -0-6 9-7-1 9-1-10 9-2-15 Plate Offsets (X,Y): [2:0 -0. 12,0 -2 -8], (4:0- 3- 4,0 -2-8), [5:0- 2- 8,0 -1 -0], [6:0- 4 -0,0 -4 -8], [7:0- 2 -0,0 -2 -8], [9:0- 2 -0,0.2 -8], [10:0- 2- 8,0 -2-8], [12:0 -1- 12,0 -2 -8], [17:0- 2 -0,0 -1 -8], [18:0- 5 -0,0- 1 -12], (19:0- 4- 0,Edge], [21:Edge,0 -1-8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.91 Vert(LL) - 0.6618 -20 >380 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) - 0.9015 -17 >490 240 BCLL 0.0 Rep Stress lncr YES WB 0.81 • Horz(TL) 0.14 12 n/a n/a BCDL •• 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 311 lb LUMBER BRACING • TOP CHORD 2 X 6 DF 1650F 1.5E 'Except' TOP CHORD Sheathed 16u444.637l-e++dwe+1ieela T2 2 X 6 DF No.2, T4 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: BOT CHORD 2 X 4 DF 1650F 1.5E 6 -0-0 oc bracing: 18 -20 ' WEBS 2 X 4 DF Stud /Std *Except* WEBS 1 Row at midpt 2 -21, 7 -17 EV1 2 X 4 DF 1650F 1.5E, EV2 2 X 6 DF No.2 2 Rows at 1/3 pts 4 -18, 6 -18, 10 -12 W6 2 X 4 DF 1650F 1.5E See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 524/0 -5 -8, 12= 1424/0 -5 -8, 18= 3260/0 -5 -8 Design of all continuous Max Horz 21= 181(load case 4) lateral bracing is by others. Max Uplift2l=- 3(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension / • .. 1 1 ul TOP CHORD 1 -21 =- 348/2, 1- 22 =0 /0, 1 -23 =- 432/96, 2-23=428/102, 2 -24 =- 667/53, 3 -24 =- 664/55, 3-4 =- 663/57, 4-25=42/3060, !1. * Oft„, 4 5 -25 =- 39/3074, 5 -26 =- 35/3048, 6 -26 =- 30/3069, 6 -27 =- 1678/5, 7 -27 =- 1668/10, 7 -28 =- 3246/0, 8 -28 =- 3235/0, • ' I I J �' 8 -9 =- 3225/0, 9 -29 =- 2481/0, 10 -29 =- 2471/3, 10 -30 =- 160/39, 11 -30 =- 155/42, 11- 12= -337/1 BOT CHORD 21 -31 =- 116/809, 20- 31=- 116/809, 19 -20 =- 392/202, 18- 19=- 392/202, 18- 32=- 6/1171, 17- 32=- 6/1171, 16- 17= 0/2998 / I �` 16- 33= 0/2998, 15- 33= 0/2998, 14- 15= 0/3221, 14- 34= 0/3221, 13- 34= 0/3221, 13- 35= -4/2128, 12 -35 =- 4/2128 / ' I r WEBS 2 -21 =- 655/30, 2 -20 =- 605/39, 4 -20 =- 13/874, 4 -18 =- 2780/18, 5 -18 =- 673/2, 6 -18 =- 4516/0, 6 -17= 0/1085, 7 -17 =- 1547/0, 7 -15= 0/409, 9 -15 =- 54/294, 9 -13 =- 910/0, 10- 13= 0/767, 10- 12=- 2289/0 40 , ,. • i NOTES (5) 1) This truss has been.designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord !�� • dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category!, condition I • PO �V enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, E XPIRATION DATE: 12 / 31 / (141 UBC -97. - 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 21. - -- , `I 4) This truss has been designed for a moving concentrated load of 250.OIb live and 10 Olb dead located at all mid panels and at all ,JAN 2 ry /0! !tl panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. f 5) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for hanger connection. . LOAD CASE S Standard A WARNING - VERIFY - DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with Mllek connectors. This design Is based only upon parameters shown, and is for on Individual building component to be installed and loaded , , vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral II. support of Individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility 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 they r7r,7co. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. 11065 I B16 ROOF TRUSS 1 1 - -_. _ -_- Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc. Tue Jan 27 14:09:05 2004 Page 1 I 8 -0.11 I 13-2-0 I 21 -2 -12 1 __ 28,11 -7 1 35 -8 -10 43-8-11 1 50-8-5 _ _ 58-2-12 8 -0 -11 5-1-5 8.0 -12 7-8-11 6-9-2 8-0-1 6-11-10 7 -6-7 Scale = 1.97 6 0.50 FIT 4x4 = 3x6 = 6x8 = 6x8 = 4x5 = 3x5 II 8x12 = 4x4 = 10 31 11 22 ' 4x5 = 6x8 = ' 2x4 II 6 28 7 _29 8 9 ti 2 26 5 27 T2 n '1 °°-1 E 1 23 T4 2 r�'� •> W4 T N/5 9 W W11 �� 13 i � v dit 21 32 20 19 18 33 17 16 34 15 14 35 13 36 12 4x8 = 3x5 = 4x12 MII18H= 4x10 = 3x5 = 3x5 = 4x6 = 3x5 = 5x5 = 4x6 = I 10 -7 -12 I 21 -2 -12 I 30 -3 -2 I 39-10-3 I 48.11.13 t 58-2-12 10-7-12 10-7-0 9-0-6 9-7-1 9 -1 -10 9-2 -15 Plate Offsets (X,Y): [2:0 -1- 12,0 -2-8], [4:0- 3- 0,0 -3 -0], [5:0- 2- 8,0 -1 -0], [6:0- 4- 0,0 -4 -8], [7:0- 2- 0,0 -2 -8], [9:0- 2- 0,0 -2 -8], [10:0- 2- 8,0 -2-8J, [12:0 -1- 12,0 -2 -8], [17:0- 2- 0,0 -1 -8J, [18'0- 5- 0,0- 1 -12], [19:0- 6- 0,Edge], [21:Edge,0 -1.81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 97 Vert(LL) -0.62 18 -20 >405 360 MI120 220/195 ' TCDL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.85 15 -17 >524 240 I MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.14 12 n/a n/a BCDL " 10.0 Code UBC97 /ANSI95 (Matrix) ( Weight: 311 lb LUMBER ' BRACING TOP CHORD 2 X 6 DF 1650F 1.5E *Except* TOP CHORD Sheathed d-vertieelsr T2 2 X 6 DF No.2, T4 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2 X 4 DF 1800F 1.6E 6 -0-0 oc bracing: 18 -20. WEBS 2 X 4 DF Stud /Std 'Except* WEBS 1 Row at midpt 2 -21, 7 -17 EV1 2 X 4 DF 1800F 1.6E, EV2 2 X 6 OF No.2 2 Rows at 1/3 pts 4 -18, 6 -18, 10 -12 W62X4OF1650F1.5E See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 656/0 -5 -8, 12= 1410/0 -5 -8, 18= 3435/0 -5 -8 Design of all continuous Max Horz 21 =181(Ioad case 4) g Max Uplift12 =- 1(Ioad case 3) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension �O�fr TOP CHORD 1 -21 =- 341/9, 1- 22 =0/0, 1 -23 =- 436/91, 2 -23 =- 431/96, 2 -24 =- 1078/0, 24 -25 =- 1068/0, 3 -25 =- 1062/0, 3 -4 =- 1062/0, , 1 � 4 -26= 0/3257, 5 -26= 0/3271, 5 -27= 0/3245, 6 -27= 0/3266, 6 -28 =- 1547/178, 7 -28 =- 1537/181, 7 -29 =- 3172/83, 8 -29 =- 3160/84, 8 -9 =- 3151/88, 9 -30 =- 2447/45, 10 -30 =- 2437/48, 10- 31=- 159/39, 11 -31 =- 153/42, 11- 12= -336/1 ` ' �. BOT CHORD 21 -32= 0/1316, 20- 32= 0/1316, 19 -20 =- 68/519, 18 -19 =- 68/519, 18 -33 =- 193/1031, 17 -33 =- 193/1031, f � • 116- 17=- 118/2901, 16- 34=- 118/2901, 15- 34=- 118/2901, 14- 15=- 63/3165, 14 -35 =- 63/3165, 13 -35 =- 63/3165, 13- 36=- 39/2102,12 -36 =- 39/2102 WEBS 2 -21 =- 1172/0, 2 -20 =- 728 /0,4 -20= 0/981,4 -18 =- 3339/0,5 -18 =- 666/9, 6 -18 =- 4577/0,6 -17= 0/1106, 7- 17=- 1587/0, 7- 15= 0/441, 9 -15 =- 84/265, 9 -13 =- 883/35, 10- 13=- 97749, 10 -12 =- 2260/14 / Y P � . NOTES (8) ► 4 v • 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord ,�, � dead load and 10.0 psf bottom chord dead toad, 100 mi from hurricane oceanline, on an occupancy category I, condition I r�Q\!`,-- enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate gnp _ increase is 1.33 2) All plates are M1120 plates unless otherwise indicated. EXPIRATION f�1�: 2 �] C4 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. n rr;; 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 12. JAN ��') 2. 7 ZOO 4. 5) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. • • - ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded , ' vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral „I support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent Tom bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control storage, delivery. erection and the V SSco, bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC 11065 B1B ROOF TRUSS Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek lndustnes, Inc. Tue Jan 27 14:09:07 2004 Page 2 NOTES (8) 6) This truss has been designed for a moving concentrated load of 250.OIb live and 10.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ' 8) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for hanger connection. LOAD CASE(S) Standard 1) Regular Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 2 = -70, 2- 25=- 140(F = -70), 11- 25 = -70, 12- 21 = -20 2) UBC: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 =-40 3) MWFRS Wind Left Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1 -2 =0, 2- 25=- 70(F = -70), 11 -25 =0, 12 -21 = -1 Horz: 1- 21 =15, 1- 22 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =0, 2- 25=- 70(F = -70), 11 -25 =0, 12 -21 = -1 Horz: 1- 21 = -15, 1- 22 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =0, 2- 25=- 70(F = -70), 11 -25 =0, 12 -21 = -1 Horz: 1- 21 = -20, 1- 22 = -20, 1- 11 = -20, 11-12=20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 1= -260 7) 2nd Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 23= -260 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 24 = -260 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Veil: 26 = -260 • 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 27 = -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 28 = -260 12) 7th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 29 = -260 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 • Concentrated Loads (Ib) Vert: 30 = -260 14) 9th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert. 31 = -260 15) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) • Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 11= -260 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded , : vertically Applicability of design parameters 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 responsibility 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 y e i7a7Ci0. bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. V V r.7a7 583 D'Onotrio Drive. Madison. WI 53719 & BUILDING SUPPLY INC. 11065 BIB ROOF TRUSS 1 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries. Inc. Tue Jan 27 14:09:08 2004 Page 3 LOAD CASE(S) Standard 16) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 2 = -260 17) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert 4 = -260 18) 13th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 2 = -20, 2- 25=- 90(F = -70), 11.25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 5 = -260 19) 14th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-2=-20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert 6 = -260 20) 15th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 7= -260 21) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 9 = -260 22) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert 10 = -260 23) 18th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 32 = -260 24) 19th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 19=-260 25) 20th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) • Vert. 33 = -260 26) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 34 = -260 27) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) - Vert: 35 = -260 28) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 36 = -260 29) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 . • Concentrated Loads (Ib) Vert: 21= -260 30) 25th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Veil 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 • • ® WARNING - VERIFY DESIGN. PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. • Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for an IndMdual building component to be Installed and loaded / /MI vertically Applicability of design parameters 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 b the responsibility of the erector. Additional permanent *„��' bracing of the overall structure Ls the responsibility of the building designer For general guidance regarding fabrication quality control. storage, delivery erection and theTRUSSeo. bracing, consult QST•88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from truss Plate Institute. 583 D'Onotrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC i 11065 B1B ROOF TRUSS 1 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:09 2004 Page 4 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 20 = -260 31) 26th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 18 = -260 32) 27th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 17= -260 33) 28th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 15 = -260 34) 29th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 13= -260 35) 30th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 • Uniform Loads (plf) Vert: 1- 2 = -20, 2- 25=- 90(F = -70), 11- 25 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 12 = -260 • • • ,. A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be instatled and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent *�� co. bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and t heTRUSS bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification- and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. t BU ILDING SUPPLY INC. 593 D'Onofrio Drive. Madison, WI 53719. 11065 B3 I ROOF TRUSS 2 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09 2004 Page 1 8 -0 -11 I 13.2.0 . 21-2-12 i 28-11-7 I 35 -8 -10 i 43 -8 -11 I 50-8-5 i 58-0-12 I 8 -0 -11 5-1-5 8-0-12 7-8-11 6 -9 -2 8-0-1 6 -11 -10 7 -0.7 Scale = 1•99 0 0.50111 4x4 = 3x6 = 6x8 = 4x5 = 3x4 II 6x8 = 8x12 = 4x4 = 11 4x4 = 22 5x7 = 2x4 II 6 28 7 29 8 9 30 J 10 31 ` 24 2 25 3 4 26 5 27 . 6 _ 9 0 W W6 1 W r 11 WI \ I `r� W4 � �/ ; 1 Imo 2 E: I n 21 32 20 19 18 33 17 16 34 15 14 35 13 36 12 I'1, 4x8 = 3x5 = 4x8 = 4x10 = 3x5 = 3x5 = 4x6 = 3x5 = 4 i = I • 4x6 = a 23 10 -7 -12 l 21-2-12 I 30 -3-2 I 39-10-3 I 48-11-13 I 58 -0-12 10-7-12 10 -7-0 9 -0-6 9 -7 -1 9 -1 -10 9-0 -15 Plate Offsets (X,Y): [2:0 -0- 12,0 -2 -8], [4:0- 3- 4,0 -2-8], [5:0- 2- 8,0 -1 -0], [6:0- 4 -0,0 -4 -8], [7:0- 2- 0,0 -2 -8], [9:0- 2 -0,0 -2 -8], [10:0- 2- 8,0 -2 -8], [11:0- 2- 8,0 -1 -8], [12:0- 5- 4,0 -2-0], [17:0- 2- 0,0 -1- 8],[18:0- 5 -0,0- 1.12], [19:0.4- 0,Edge),[21:Edpe,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.91 Vert(LL) -0.66 18 -20 >380 .360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.90 15 -17 >489 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.39 23 n/a n/a BCDL • 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 312 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1650F 1.5E *Except* TOP CHORD Sheathed s. T2 2 X 6 DF No.2, T4 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: BOT CHORD 2 X 4 DF 1650F 1.5E 6 -0-0 oc bracing: 18 -20. WEBS 2 X 4 DF Stud /Std *Except* WEBS 1 Row at midpt 11 -23, 2 -21, 7 -17 EV1 2 X 4 DF 1650F 1.5E, EV2 2 X 4 DF No.2 2 Rows at 1/3 pts 4 -18, 6 -18, 10 -12 ' W6 2 X 4 DF 1650F 1.5E See "Web,Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 524/0 -5-8, 23= 1420/0 -3 -8, 18= 3256/0 -5 -8 Design of all continuous Max Horz 21= 231(load case 4) lateral bracing is by others. Max Uplift2l=- 9(load case 3) , • FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -21 =- 348/2, 1- 22 =0/0, 1 -24 =- 432/97, 2 -24 =- 428/102, 2 -25 =- 668/91, 3 -25 =- 665/93, 3-4 =- 664/95, 4 -26 =- 87/3058, 5 -26 =- 82/3072, 5 -27 =- 81/3046, 6 -27 =- 78/3066, 6 -28 =- 1670/32, 7 -28 =- 1660/37, 7 -29 =- 3229/0, 8 -29 =- 3217/0, Q, t R r ff 8-9=-3208/0, 9-30=-2464/0, 10 -30 =- 2453/0, 10- 31=- 135/11, 11 -31 =- 130/16, 12-23=-1420/0, 11-12=-331/1 \` ,/ BOT CHORD 21- 32=- 144/809, 20 -32 =- 144/809, 19 -20 =- 390/203, 18 -19 =- 390/203, 18 -33 =- 30/1164, 17 -33 =- 30/1164, 16-17=-27/2985, 16-34=-27/2985, 15-34=-27/2985, 14-15=-40/3200, 14-35=-40/3200, 13-35=-40/3200; v 1,4 9 . 13 -36 =- 65/2110, 12- 36=- 65/2110 " 1B22PE WEBS 2 -21 =- 655/52, 2 -20 =- 604/47, 4 -20 =- 20/874, 4 -18 =- 2779/29, 5 -18 =- 673/3, 6 -18 =- 4507/0, 6 -17= 0/1082, � , 7-17=-1542/2, 7-15=0/405, 9-15=-53/296, 9-13=-906/8, 10-13=0/767, 10-12=-2315/0 NOTES (6) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord ` dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I • PO , t, enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers `E� exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, ExP[RATI(�N DATE: 12 (31 i O -J UBC -97. . 3) Beanng at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should 2 verify capacity of bearing surface r. 11\ N 2 7r 2004 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 21. 5) This truss has been designed for a moving concentrated load of 250.01b live and 10.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded Al vertically. Applicability of design parameters 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 responsibility 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 theT�2T co. bracing. consult QST -88 Quality Standard, DS8-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrlo Drive, Madison. WI 53719. & BUILDING SUPPLY INC. 11065 B3 ROOF TRUSS 2 1 Job Reference (optanal) J The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries. Inc Tue Jan 27 14:09.19 2004 Page 2 6) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for hanger connection. LOAD CASE(S) Standard • • • • • • • • . i - I ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded • vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral „j support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility 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 yy,e *x+ S CO. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. ` & SUPPLY INC. 583 D'Onofrlo Drive. Madison, WI 53719. • • 11065 84 ROOF TRUSS 3 1 I Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:22 2004 Page - 1 - t 8.0 -11 13 -2 -0 t 21-2-12 t 28 -11 -7 t 35 -8 -10 t 43-8-11 t 50 -8 -5 58 -2 -12 ■ 8-0-11 5-1-5 8-0-12 7 -8 -11 6-9-2 8-0-1 6-11-10 7-6-7 Scale = 1 97.7 0.50112 4x4 = 3x6 = 6x8 = 6x8 = 4x6 = 3x5 8x12 = 4x4 = 10 31 32 11 22 4x4 = 5x7 = 2 II 26 6 27 7 28 8 9 29 30 T 1 23 2 24 3 4 25 r ■r. , 11 W 2 13 12 N •r��k = W4 5 W6 & I u 21 33 20 19 18 34 17 16 35 15 14 36 13 37 12 5x5 = 3x5 = 4x8 = 4x10 = 3x5 = 4x12 MII18H= 3x5 = 4x8 = 4x6 = 3x5 = I 10 -7 -12 t 21 -2 -12 I 30 -3-2 t 39 -10 -3 l 48-11-13 t 58-2-12 t 10 -7 -12 10 -7-0 9 -0-6 9 -7 -1 9 -1 -10 9-2-15 Plate Offsets (X,Y): [2:0 -0- 12,0 -2 -8], [4:0- 3- 4,0 -2 -8], [5:0- 2- 8,0 -1 -0], [6:0 -3- 12,0 -4-8], [7:0 -1- 12,0 -2-8], [9:0- 2- 0,0 -2 -8], [10:0 -2- 12,0.2 -8], [12:0- 4- 0,0 -1 -8], [17:0 -1- 12,0 -1.8], [18:0- 3 -0,0- 1 -12], [19.0- 4- 0,Edge], [21:Edge,0 -2-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.92 Vert(LL) -0.50 18 -20 >503 360 MII20 220/195 TCOL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.78 15 -17 >570 240 MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.13 12 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 311 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1650F 1.5E *Except* TOP CHORD Sheathed • T2 2 X 6 DF No.2, T4 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: BOT CHORD 2 X 4 DF 2400F 2.0E 6 -0-0 oc bracing: 18 -20. ' WEBS 2 X 4 DF Stud /Std *Except* WEBS 1 Row at midpt 2 -21, 7 -17 EV1 2 X 4 DF 1800F 1.6E, EV2 2 X 6 DF No.2 2 Rows at 1/3 pts 4 -18, 6 -18, 10 -12 W62X4DF1650F1.5E . See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 529/0 -5 -8, 12= 1744/0 -5 -8, 18= 3354/0 -5 -8 Design of all continuous Max Horz21= 181(load case 4) Max Uplift2l=- 31(load case 3) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -21 =- 346/4, 1- 22 =0/0, 1 -23 =- 417/101, 2 -23 =- 413/107, 2 -24 =- 606/191, 3 -24 =- 603/193, 3-4 =- 602/195, 4 -25= 0/3010 5 -25= 0/3024, 5 -26= 0/2998, 6 -26= 0/3018, 6 -27 =- 2019/0, 7 -27 =- 2009/0, 7 -28 =- 3846/0, 8 -28 =- 3834/0, 8 -9 =- 3825/0, 1 r + r(+ 9 -29 =- 3133/0, 29 -30 =- 3119/0, 10 -30 =- 3118/0, 10- 31=- 156/38, 31 -32 =- 152/40, 11 -32 =- 148/45, 11 -12 =- 319/19 ,` 1� C BOT CHORD 21 -33 =- 227/797, 20- 33=- 2271797, 19 -20 =- 454/132, 18 -19 =- 454/132, 18- 34= 0/1472, 17- 34= 0/1472, 16- 17= 0/3477, I E F ( � •16- 35 0/3477, 15- 35= 0/3477, 14 -15= 0/3921, 14- 36= 0/3921, 13 -36= 0/3921, 13 -37= 0/2757, 12 -37= 0/2757 fl ' WEBS 2 -21 =- 611/132, 2 -20 =- 603/0, 4 -20= 0/867, 4 -18 =- 2756/0, 5 -18 =- 674/0, 6 -18 =- 4784/0, 6 -17= 0/1172, 7 -17 =- 1708/0, = ll 11822PE 7-15=0/580, 9-15=-209/140, 9 -13 =- 975/0, 10- 13= 0/804, 10- 12=- 3007/0 , r NOTES (8) II I 1 1 ' / 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord r ' I• dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I j ��i . enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers • PO , t,t� exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip V� increase is 1.33 2) All plates are MI120 plates unless otherwise indicated. . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, [ 31 / 04 UBC -97. EXPIRAJ N OATS: 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 21. t 2 2 r p�,O 4 5) Load casefs) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, j it p 34, 35 has/have been modified. Building designer must review loads to venfy that they are correct for the intended use of this truss. 6) This truss has been designed for a moving concentrated load of 250.OIb live and 10.Olb dead located at all mid panels and at all • -- -- ! tint . the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded , i vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral AA, support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Additional permanent .�.f�f�f�� co, 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 QST -88 Quality Standard. DSB -B9 Bracing Specification. and HIB -91 Handling Instating and Bracing Recommendation available from Truss Plate Institute. the a i� V r.7.7 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. • 11065 B4 ROOF TRUSS 3 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:24 2004 Page 2 NOTES (8) 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for hanger connection. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 29 = -70, 29- 31=- 140(F = -70), 11- 31 = -70, 12- 21 = -20 2) UBC: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 =-40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -29 =0, 29- 31=- 70(F = -70), 11 -31 =0, 12 -21 = -1 Horz: 1- 21 =15, 1- 22 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -29 =0, 29- 31=- 70(F = -70), 11 -31 =0, 12 -21 = -1 Horz: 1- 21 = -15, 1- 22 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1 -29 =0, 29- 31=- 70(F = -70), 11 -31 =0, 12 -21 = -1 Horz: 1- 21 = -20, 1- 22 = -20, 1- 11 = -20, 11 -12 =20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) . Vert: 23 = -260 8) 3rd Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11.31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 24 = -260 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 25= -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) ' Vert: 26= -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 27 = -260 12) 7th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 • Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 28 = -260 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 30 = -260 • 14) 9th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert. 32=-260 15) 10th Sprinkler Load. Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert. 11= -260 • 16) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically Applicability of design parameters 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 responsibility 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 the y Vr7co. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. t BUILDING SUPPLY INC. 583 D'Onofno Drive, Madison, WI 53719 11065 84 ROOF TRUSS 3 1 Job Reference (optional) The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:25 2004 Page 3 LOAD CASE(S) Standard Uniform Loads (plf) Vert. 1.29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert. 2= -260 17) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Veil: 1- 29 = -20, 29- 31=- 90(F = -70), 11.31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 4 = -260 18) 13th Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 5 = -260 19) 14th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 6 = -260 20) 15th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert. 7 = -260 21) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 9 = -260 22) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 10= -260 23) 18th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 33 = -260 ' 24) 19th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 19=-260 25) 20th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 34 = -260 26) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 35= -260 27) 22nd Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31 =- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 36= -260 28) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert. 37= -260 29) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert. 21= -260 30) 25th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 - Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. , Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on individual building component to be Installed and loaded vertically Applicability of design parometers 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 responsibility 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 th e i s�V r7.7co. bracing. consult QST•88 Quality Standard, DSB -89 Bracing Specification. and HIB•91 Handling Installing and Bracing Recommendation available from Truss Plate institute. 583 D'Onolrio Drive, Madison. WI 53719. & BUILDING SUPPLY INC. • ,- 11065 84 ROOF TRUSS 3 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:26 2004 Page 4 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 20=-260 31) 26th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12-21=-20 Concentrated Loads (Ib) Vert: 18= -260 32) 27th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 17 = -260 33) 28th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Veil. 15= -260 34) 29th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Veil: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (Ib) Veil: 13= -260 35) 30th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Veil: 1- 29 = -20, 29- 31=- 90(F = -70), 11- 31 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 12 = -260 • • • • • ' I • • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Design valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for on Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral • AA: support of Individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility 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 theTR�JSSco. bracing, consult QST -8B Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. & BUILDING SUPPLY INC. • • ,� 11065 BS 1 ROOF TRUSS 2 1 Job Reference (optional) l The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:29 2004 Page 1 8.0 - I 13-2-0 21-2-12 I 28 -11 -7 f 35-8-10 I 43.8.11 50-8-5 58 -2 -12 1 8-0-11 5-1-5 8-0 -12 7-8-11 6-9-2 8 -0-1 6-11-10 7-6-7 Scale = 197 6 0.50 FIT 4x4 = 3x6 = 6x8 = 4x5 = 3x5 I' 6x8 = 8x12 = 4x4 = 30 10 31 11 22 5x7 = 2x4 II 7 29 8 9 Ti 4x4 = 25 5 26 27 6 28 �� E 1 23 2 24 3 4 �. 2 N 41 - � - , ��r y .. Wq W5 6 T7 L W /2 13 - v LI 21 32 20 19 18 33 17 16 34 15 14 35 13 36 12 4x8 = 3x5 = 4x8 = 4x10 = 3x5 = 3x5 = 4x6 = 3x5 = 5x5 = 4x6 = 10.7 -12 i 21 -2 -12 I 30 -3 -2 I 39-10-3 I 48-11-13 i 58-2-12 10 -7 -12 10 -7-0 9-0-6 9 -7.1 9-1-10 9-2-15 Plate Offsets (X,Y): 12:0 -0- 12,0 -2 -8], 14:0- 3- 4,0 -2-8], 15:0- 2- 8,0 -1 -0], 16:0- 4 -0,0-4- 8],17:0- 2 -0,0 -2 -81, 19:0- 2 -0,0 -2 -8], 110:0- 2- 8,0 -2 -8], 112:0 -1- 12,0 -2-8], 117:0- 2 -0,0 -1-8], [18:0- 3 -0,0 -1 -121, [19:0- 4 -0,Edge], [21:Edge,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft Ud PLATES GRIP ' TCLL 25.0 Plates Increase 0.90 TC 0.95 Vert(LL) -0.62 18 -20 >405 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.78 15 -17 >568 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.13 12 n/a n/a BCDL • 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 311 lb LUMBER ' BRACING TOP CHORD 2 X 6 DF 1800F 1.6E 'Except' TOP CHORD Sheathed T2 2 X 6 DF No.2, T4 2 X6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except. BOT CHORD 2 X 4 DF 1800F 1.6E 'Except' 6 -0-0 oc bracing 18 -20. B12 2 X 4 DF 2400F 2.0E WEBS 1 Row at midpt 2 -21, 7 -17 WEBS 2 X 4 DF Stud /Std *Except* 2 Rows at 1/3 pts 4 -18, 6 -18, 10 -12 EV1 2 X 4 DF 1800F 1.6E, EV2 2 X 6 DF No.2 W6 2 X 4 DF 1650F 1.5E See "Web Brace Memo" for requited T -Brace condition REACTIONS (lb /size) 21= 513/0 -5 -8, 12= 1453/0 -5 -8, 18= 3671/0 -5 -8 Design of all continuous Max Horz 21= 181(load case 4) 'Albs( bracing is by others. Max Uplift2l=- 25(load case 3) 1 t t / � / FORCES (lb) - Maximum Compression /Maximum Tension ‘. . ` � TOP CHORD 1 -21 =- 344/6, 1- 22 =0 /0, 1 -23 =- 426/102, 2-23=-422/107, 2 -24 =- 570/172, 3-24=-567/173, 3-4 =- 566/174, 4-25=0/3058 . < ye � � 5 -25= 0/3074, 5 -26= 0/3038, 26- 27= 0/3058, 6 -27= 0/3074, 6 -28 =- 1993/0, 7 -28 =- 1982/0, 7 -29 =- 3404/0, lik `F�� • 8 -29 =- 3393/0, 8 -9 =- 3383/0, 9 -30 =- 2552/0, 10- 30=- 2542/0, 10 -31 =- 161/38, 11 -31 =- 155/41, 11- 12= -338/0 .BOT CHORD 21- 32=- 191/751, 20- 32=- 191/751, 19- 20=- 503/71, 18- 19=- 503/71, 18- 33= 0/1523, 17- 33= 0/1523, 16- 17= 0/3192, 16- 34= 0/3192, 15- 3 4= 0/3192, 14- 15= 0/3345, 14- 35= 0/3345, 13- 35= 0/3345, 13- 36= 0/2181, 12- 36= 0/2181 WEBS 2 -21 =- 598/102, 2 -20 =- 645/0, 4 -20= 0/910, 4 -18 =- 2681/81, 5 -18 =- 978/0, 6 -18 =- 4890/0, 6 -17 =- 55/1001, 7 -17 =- 1409/118, 7 -15 =- 23/368, 9 -15 =- 15/334, 9 -13 =- 975/0, 10-13=0/806, 10 -12 =- 2349/0 O I' • NOTES (7) J‘ t�v 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord • N(,}� dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip (EXP(RAT(ON DATE: 12 / 31 / 04 increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, 'JAN �y UBC-97. 'J N 2 7 2004 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 21. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) This truss has been designed for a moving concentrated load of 250.OIb live and 10.Olb dead located at all mid panels and at all 1 . ...p - :.int : lo•g the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded ,, verticollr. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral IA support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility 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 y LLj j err j(�VJ.7�J *ir'l+CCO, bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plote Institute. 583 D'Or»Irlo Drive, Madison, WI 53719, & BUILDING SUPPLY INC. 11065 B5 ROOF TRUSS 2 1 Job Reference (optional) j The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:31 2004 Page 2 NOTES (7) 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for hanger connection. LOAD CASE(S) 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert. 1- 5 = -70, 5- 27=- 140(F = -70), 11- 27 = -70, 12- 21 = -20 2) UBC: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 =-40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert. 1 -5 =0, 5.27=- 70(F = -70), 11 -27 =0, 12 -21 = -1 Horz: 1- 21 =15, 1- 22 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =0, 5- 27=- 70(F = -70), 11 -27 =0, 12 -21 = -1 Horz: 1- 21 = -15, 1- 22 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -5 =0, 5- 27=- 70(F = -70), 11 -27 =0, 12 -21 = -1 Horz: 1- 21 = -20, 1- 22 = -20, 1- 11 = -20, 11 -12 =20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) - Vert: 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 23 = -260 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 24=-260 9) 4th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 25= -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 26 = -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (ptf) Vert: 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 28= -260 12) 7th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 29 = -260 13) 8th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (ptf) Vert: 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert 30 = -260 14) 9th Sprinkler Load• Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 31= -260 15) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 5 = -20, 5- 27=- 90(F = -70), 11- 27 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert 11= -260 16) 11th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded ' I' vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral I,, support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility 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 the TR V �7�7co. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. . & BUILDING SUPPLY INC. JOD Truss , ii== , y.c -v - - 1 11065 B6 ROOF TRUSS 3 1 I Job Reference (optional) • The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:35 2004 Page 1 I B - 0.11 I 13 - 21 -2 -12 I 28-11-7 I 35 -8 -10 I 43-8-11 I 50-8-5 } 58-2-12 ' 8.0 -11 5-1-5 8 -0 -12 7.8 -11 6-9-2 8-0-1 6-11-10 7 -6 -7 Scale = 1 99.4 • 0 50 FIT 454 = 6x8 = 4x6 = 3x5 II 6x8 = 8x12 = 4x4 = 10 30 11 2829 4x4 = 5x7 = 2;4 I. 25 6 26 T 7 27 ; �T1 0 3 = 2 23 3 4 24 a • W 13 � N 1 22 y W + 11 �1 op: I • � � f W6 / r - my�R - W4 5 ; �illl ll ` / ' v 21 31 20 19 18 32 17 16 33 15 14 34 13 35 12 5x5 = 3x5 = 4x8 = 4x10 = 3x6 = 4x12 MII18H= 3x5 = 4x8 = 4x6 = 3x5 = 10 -7 -12 I 21 -2.12 I 30.3 -2 I 39.10.3 I 48 -11 -13 58 -2 -12 { • 10-7-12 10 -7 -0 9-0-6 9-7-1 9-1-10 9 -2 -15 Plate Offsets (X,Y): [2:0 -0- 12,0 -2 -8], [4:0- 3- 4,0 -2 -8], [5:0- 2- 8,0 -1 -01, [6:0 -3- 12,0 -4 -8], [7:0 -1- 12,0 -2 -8], [9:0- 2 -0,0 -2 -8], [10:0- 3 -0,0 -2 -8], [12.0- 4- 0,0 -1 -8], [13:0- 2 -0,0 -1 -8], [17:0- 2- 8,0 -1 -8], [18:0 - 3.0,0- 1 -12], [19:0- 4- 0,Edpe], [21:Edge,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.91 Vert(LL) -0.50 18 -20 >503 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.8015 -17 >551 240 MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.13 12 n/a .n /a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 307 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1650F 1.5E 'Except' TOP CHORD Sheathed •• T2 2 X 6 DF No.2, T4 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except: BOT CHORD 2 X 4 DF 2400F 2.0E 6 -0-0 oc bracing: 18 -20. WEBS 2 X 4 DF Stud /Std 'Except* WEBS 1 Row at midpt 2 -21, 7 -17 EV1 2 X 4 DF 1800F 1.6E, EV2 2 X 6 DF No.2 2 Rows at 1/3 pts 4 -18, 6 -18, 10 -12 W6 2 X 4 DF 1650F 1.5E See "Web Brace Memo" for REACTIONS (lb /size) 21= 515/0 -5 -8, 12= 1668/0 -5 -8, 18= 3444/0 -5 -8 required T-Brace condition Max Horz 21= 136(load case 4) Design of all continuous Max Uplift2l=- 37(load case 3) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension 1 TOP CHORD 1 -21 =- 345/4, 1 -22 =- 415/18, 2 -22 =- 411/24, 2 -23 =- 539/220, 3 -23 =- 536/223, 3-4 =- 535/224, 4 -24= 0/3115, ' /gyp 5 -24= 0/3129, 5 -25= 0/3103, 6 -25= 0/3123, 6 -26 =- 2157/0, 7 -26 =- 2139/0, 7 -27 =- 4136/0, 8 -27 =- 4122/0, 8 -9 =- 4106/0, s Ff it 9 -28 =- 3078/0, 28 -29 =- 3061/0, 10- 29=- 3060/0, 10 -30 =- 161/32, 11- 30=- 155/36, 11- 12= -340/0 4o1""..' e BOT CHORD 21-31=-231/747, 20-31=-231/747, 19-20=-536/50, 18-19=-536/50, 18- 32= 0/1565, 17-32=0/1565, 16-17=0/3765, .4 '/ - 1 • 1 33= 0/3765, 15- 33= 0/3765, 14- 15= 0/4208, 14- 34= 0/4208, 13- 34= 0/4208, 13- 35= 0/2584, 12- 35= 0/2584 822PE t� . WEBS 2 -21 =- 562/162, 2 -20 =- 624/0, 4 -20= 0/886, 4 -18 =- 2780/0, 5-18=-683/0, 6 -18 =- 4996/0, 6 -17= 0/1272, 7 -17 =- 1882/0, 7 -15 =0/ 579,9 -15 =- 209 /140,9 -13 =- 1391/0,10 -13= 0/106 -12 = 2800 NOTES (8) 1/ C ,1. - ,� / 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord �. dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanllne, on an occupancy category I, condition I • `• pO`V' e' enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7-93 per UBC97 /ANSI95 If end verticals or cantilevers A' exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip • increase is 1 33 2) All plates are MI120 plates unless otherwise indicated. 4 / G 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, y _ ___. ---- - [EXPIRATION DATE: 12 131 UBC 97. ',IAN c,4 7 2004 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 21. 5) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35 has /have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 6) This truss has been designed for a moving concentrated load of 250.01b live and 10.0lb dead located at all mid panels and at all _ ...ft int -lo•g the Top Chord and Bottom Chord, nonconcurrent with any other live loads. • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design volld for use only with MITek connectors This design Is based only upon parameters shown, and Is for on Individual building component to be inslolled and loaded ,: vertically. Applicability of design poiameters and proper Incorporation of component is responsibility of building designer - not truss designer Brocing shown is for lateral AA support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent r �� bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control. storage. delivery, erection and the l'RTJSr7eo. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate institute. & BUILDING SUPPLY INC. 583 D'Onofrio Drive, Madison, WI 53719 •JVV IIYJJ ,Iuab , ypc v,y rq •rv u�w.., •., e..r -.. 11065 86 ROOF TRUSS 3 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:37 2004 Page 2 NOTES (8) 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for hanger connection. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 27 = -70, 27- 28=- 140(F = -70), 11- 28 = -70, 12- 21 = -20 2) UBC: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pif) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -27 =0, 27- 28=- 70(F = -70), 11 -28 =0, 12 -21 = -1 Horz: 1- 21 =15, 1- 11 = -20, 11 -12 =15 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pif) Vert: 1 -27 =0, 27- 28=- 70(F = -70), 11 -28 =0, 12 -21 = -1 Horz: 1.21 = -15, 1- 11 = -20, 11- 12 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -27 =0, 27- 28=- 70(F = -70), 11 -28 =0, 12 -21 = -1 Horz: 1- 21 = -20, 1- 11 = -20, 11 -12 =20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 22= -260 • 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 23 = -260 • 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) - Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 • Concentrated Loads (Ib) • Vert: 24= -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pif) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) • • Vert: 25= -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pif) Vert. 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 26 = -260 12) 7th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pif) • Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 27= -260 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pif) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 29 = -260 14) 9th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pif) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert: 30 = -260 15) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 11= -260 16) 11th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design voted for use only with MITek connectors This design Is bosed only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically Applicability of design parameters 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 responsibility of the erector Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quolity control, storogo, delivery, erection and theTR *�� co. bracing, consult QS1-88 Quolity Stondord. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Redommendotlon available from Truss Note Institute, 583 D'Onofno Drive, Madison. WI 53719. & BUILDING SUPPLY INC. Jou I russ I russ I ype Uty Ply Mega raciiic t, Jo3) JYv 11065 B6 ROOF TRUSS 3 Job Reference (optional) J The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industres, Inc. Tue Jan 27 14:09:38 2004 Page 3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 2= -260 17) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 4 = -260 18) 13th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1.27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 5 = -260 • 19) 14th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1.27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 6= -260 20) 15th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 7 = -260 21) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 9 = -260 22) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) • Vert: 10= -260 23) 18th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 31= -260 24) 19th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 19= -260 25) 20th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 32=-260 26) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 33= -260 27) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 - Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 34 = -260 28) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (lb) Vert. 35= -260 • 29) 24th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 21 = -260 30) 25th Spnnkler Load: Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (plf)_ _ • Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 ' - - ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. . • Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be sstalled and loaded At vertically. Applicability of design parameters 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 responsibility of the erector Ao iiional permanent AA bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricalion. quality control• storage, delvery. erection and bracing, consult QST -B8 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, theTR V.7.7CO. 583 D'Onotrio Drive, Madison. WI 53719. . & BUILDING SUPPLY INC. JOb Truss Truss I ype uty r iy rvreyd racruc t r 'you) v VV 11065 86 ROOF TRUSS 3 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:39 2004 Page 4 LOAD CASE(S) Standard • Concentrated Loads (Ib) Vert: 20 = -260 31) 26th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 18 = -260 32) 27th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 17 = -260 33) 28th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1.27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 15=-260 34) 29th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 13=-260 35) 30th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 27 = -20, 27- 28=- 90(F = -70), 11- 28 = -20, 12- 21 = -20 Concentrated Loads (Ib) Vert: 12 = -260 • • • • • • •® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded I vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral I support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent ! i bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control storage, delivery. erection and yy, bracing. consult QST -88 Quality Standard. DSB e�fljr$$CO. -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate institute, y LL B 1 ITQ.D ii l i N R SUPPLY INC 583 D'Onofrlo Drive, Madison, WI 53719. • J�u r,�„ „u„ , yyo I 11065 B7 ROOF TRUSS 4 1 f Job Reference (optional) i The Truss Co., Sumner WA! Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc. Tue Jan 27 14:09:41 2004 Page 1 I 1-2-7 1 7-11-10 I 15 -11 -11 I 22-11-5 30 -5-12 1-2-7 6-9-2 8-0-1 6 -11 -10 7 -6 -7 Scale = 1.51 8 0 50 I 12 3x5 I 4x5 = 5x7 = 4x4 = 19 7 2x4 114x4 = 16 3q 17 4 5 18 6 n 1 15 2 - rt - ri i3 ' 8 9 W7' 11 wt a W13 Eve 1 c -V1 7 / `. ■■ — t i 14 20 13 12 21 11 10 22 9 23 8 3x5 = 3x5 = 3x5 = 3x4 = 4x6 = 3x4 = 4x6 = 2 -6 -2 I 12 -1.3 1 21-2-13 30-5-12 i 2-6-2 9 -7 -1 9-1-10 9 -2 -15 Plate Offsets (X,Y): [2:0- 1- 8,0 -2- 0],[8:0- 2- 4,0 -2- 0],[9:0 -1- 12,0 -1- 8],[10:0- 3- 0,Edge],[13:0 -1- 12,0 -1- 8],[14:0 -2- 4,0.1.8[ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.47 Vert(LL) -0.47 9 -11 >771 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.67 9 -11 >537 240 . BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 171 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1650F 1.5E *Except' TOP CHORD Sheathed T2 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9 -5 -7 oc bracing. BOT CHORD 2 X 4 DF 1650F 1.5E 'Except* WEBS 1 Row at midpt 3 -13 B2 2 X 4 DF No.2 2 Rows at 1/3 pts 6-8 WEBS 2 X 4 DF Stud /Std *Except* EV1 2 X 4 DF 1650F 1.5E, EV2 2 X 6 DF No.2 See 'Web Brace Memo" for W6 2 X 4 DF 1650E 1.5E required T -Brace condition . Design of all continuous REACTIONS (lb /size) 14= 1355/0 -5 -8, 8= 1355/0 -5 -8 lateral bracing is by others. Max Horz 14= 131(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension - i TOP CHORD 1 -14 =- 207/263, 1 -15 =- 29/36, 2 -15 =- 29/36, 2 -16 =- 1051/13, 3 -16 =- 1041/18, 3 -17 =- 2874/0, 4 -17 =- 2862/0, % /if � 4 -5 =- 2853/0, 5 -18 =- 2315/1, 6 -18 =- 2304/6, 6 -19 =- 159/39, 7 -19 =- 154/42, 7 -8= -336/1 , , 11 �� BOT CHORD 14 -20 =- 98/506, 13 -20 =- 98/506, 12 -13 =- 53/2516, 12- 21=- 53/2516, 11 -21 =- 53/2516, 10 -11 =- 25/2943, �� . `j 10 -22 =- 25/2943, 9 -22 =- 25/2943, 9- 23=- 21/1998, 8 -23 =- 21/1998 i -4 WEBS 2 -14 =- 1593/0, 2 -13= 0/1170, 3 -13 =- 1715/0, 3 -11= 0/497, 5 -11 =- 126/215, 5 -9 =- 776/9, 6 -9= 0/683, 6-8= 2145/0 NOTES (4) 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord l '� r, dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers 11 .:/ 4 / �� exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip • 4 P0 14 increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. r 3) This truss has been designed for a moving concentrated load of 250.0Ib live and 10.Olb dead located at all mid panels and at all ( EXPIRATION DATE: 12 / 31 / oq panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. _ 4) Truss F's intersecting along the bottom chord to be connected with USP JUS24 Follow USP installation recommendations for hanger connection. I J A N !, 7 Z LOAD CASE(S) Standard • • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the eector. Additional permanent �f�c co. 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 QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. the 3 itY.7.7 583 D'Onolrio Drive, Madison, WI 53719. 0 & BUILDING SUPPLY INC .ruu i russ r cuss l ype uty Fly mega racinc ( I i.. 3) J vv 1 11065 Cl ROOF TRUSS 22 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek lndustnes, Inc. Tue Jan 27 14:09:44 2004 Page 1 I 8 -0-11 I 13 -2-0 —I 21-2-12 ___I 8 -0-11 5-1-5 8-0-12 Scale = 1.35.8 4x5 = 10 0EJ112 3x5 II 4x6 = 4x5 = 5 FrVI 4x5 = 3 4 13 c l 2 12 °' 11 IN — - Q i ❑ .� o w ►i4 w= V Irrt N • 6 B L B NM MN O .4 lea 14 8 7 WA 4x8 = 3x4 = 4x12 MillEH= 5x5 = 10 -7 -12 1 21-2-12 - 10 -7 -12 10 -7-0 Plate Offsets (X,Y): [2:0 -1- 12,0 -2 -01, [4:0 -1- 12,0 -2 -0], [6:0 -1- 12,0 -2-8], [9:Edqe,0-1-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 . Plates Increase 0.90 TC 0.97 Vert(LL) -0.52 6-8 >487 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.97 Vert(TL) -0.75 6-8 >334 240 MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.07 6 n/a n/a BCDL . 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 113 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed or BOT CHORD 2 X 4 OF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' WEBS 1 Row at mldpt 4-6 EV1 2 X 4 DF 1800F 1.6E, EV2 2 X 4 DF 1650F 1.5E 2 Rows at 1/3 pts 2 -9 See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 9= 942/0 -5 -8, 6= 942/0 -5 -8 Design of all continuous Max Horz9= 127(load case 4) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -9 =- 361/1, 1- 10 =0/0, 1 -11= 458/96, 2 -11= 453/101, 2 -12 =- 2313/30, 3 -12 =- 2305/31, 3 -4=- 2298/34, 4 -13 =- 283/19, 5 -13 =- 278/24, 5 -6= -343/1 BOT CHORD 9 -14 =- 68/2283, 8 -14 =- 68/2283, 7 -8 =- 31/2078, 6 -7 =- 31/2078 WEBS 2 -9 =- 2028/6, 2 -8 =- 76/290, 4-8 =- 11/473, 4 -6 =- 1985/18 ` 1,4 it NOTES (5) •' N � ff ' f J' , / , 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord #4:. I r C"9 f i dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I f 11822PE ! � enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 • 2) All plates are M1120 plates unless otherwise indicated. i I , 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. J`� `R , ff� 4) This truss has been designed for a moving concentrated load of 250.01b live and 10.OIb dead located at all mid panels and at all E - pOV� panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 5) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for hanger connection. -- LOAD CASE(S) Standard ( EXPIRATION DATE: 12 / 31 / 0; I JI\N 2 7 2004. I 1 I . WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. A Design valid for use only with MiTek connectors This design is based only upon parameters shown. and is for on Individual building component to be ins and loosed vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing mown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permonent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage. delivery. erection and .t.rf bracing. consult OST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from inns Plate institute. the+ s� SSco. 583 D'Onofrlo Drive. Madison. WI 53719. & BUILDING SUPPLY INC. I • JUU I IUSS iluoo , ypc 11065 C1GR ROOF TRUSS 2 J Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 S Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:47 2004 Page 1 1 8-0-11 I 13-2-0 20 -11 -12 8.0.11 5-1-5 7 -9 -12 Scale = 1 4 050 3x10 II 4x6 = 5x10 = 12 5 4x10 = 11 3 4 5 III x7 II 10 2 1 E Emmons g 3 n S1 • ■ . 0 D1 Mil 11721 13 8 7 • 7x10 M1116= 3x4 = 3x12 MI118H= 7x10 M1116= 10 -7 -12 I 20 -11.12 I 10-7-12 10-4-0 Plate Offsets (X,Y)_[2:0 -4- 12,0 -2 -0], [4:0- 4- 4,0 -2-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.92 Vert(LL) -0.24 8 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.43 8 >570 240 MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.12 6 n/a n/a MII16 176/121 BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 218 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed • BOT CHORD 2 X 4 DF 2400F 2.0E 'Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. B1 2 X 4 DF 1800F 1.6E WEBS 1 Row at midpt 2 -9, 4-6 [V]R1T10� tpr , WEBS' 2 X4 DF No.2 *Except' see "Web Brac EV1 2 X 6 DF 1650F 1.5E, EV2 2 X 4 DF 2400F 2.0E W2 2 X 4 DF Stud /Std, W3 2 X 4 DF Stud /Std • requited T -Bra cortdit Design req of all i s by others. lateral bracing REACTIONS (lb/size) 9= 4018/0 -5-8, 6= 4018/0 -2 -2 (input: 0 -2 -0) Max Horz 9= 82(load case Max Uplift9=- 22(load case 4), 6=- 32(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 5 1-9=-1650/17, 6/18, 5 -60- 1356/143, 2 -10 =- 1495/25, 2 -11 =- 9392/47, 3 -11 =- 9348/50, 3 -4 =- 9314/50, 4 -12 =- 653/15, WAL OrltJ BOT CHORD 9 -13 =- 115/9755, 8 -13 =- 115/9755, 7 -8 =- 97/8836, 6 -7 =- 97/8836 C WEBS 2 -9 =- 8555/41, 2 -8 =- 506/48, 4- 8= 0/681, 4- 6=- 8617/82 �J I /rl. EF NOTES (10) 2PE 1) 2 -ply truss to be connected together with 10d Common(.148 °x3 ") Nails as follows: - � Top chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc, 2 X 4 - 2 rows at 0 -9 -0 oc. !' Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. f I Webs connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. f . 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section -!� Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. • 4 (GV 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord • P0V dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip EXp EIRAT10]V DATE: 12 (31 / 041 in is 1.33 •- --- 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, , , UBC -97. ' 2 i 701 6) WARNING: Required bearing size at joint(s) 6 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 9 and 32 lb uplift at joint 6. . A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically Applicability of design parameters 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 responsibility of the erector. Additional permanent *�� bracing of the overall structure Is tho responsibility of the building designer For general guidance regarding fabrication. oualty control, storage, delivery, erection and theTRUSSco. v.7co, bracing. consult QST -8B Quality Standard, DSB-89 Bracing Specification. and HIB -91 Handling installing and Bracing Recommendation available from Truss Plate Institute, & BUILDING SUPPLY INC. 583 D'Onolrlo Drive. Madison, WI 53719. JOU I russ truss f ype Uty , Ply Mega YBCIrIC (11 -:a J JVV 11065 C1GR ROOF TRUSS 2 L Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc. Tue Jan 27 14:09:48 2004 Page 2 NOTES (10) 8) Load case(s) 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed fora moving concentrated load of 250.OIb live and 10.Olb dead located at all mid panels and all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for hanger connection. LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 5=- 370(F= -300), 6 -9 = -20 6) 1st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (lb) Vert: 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) yen: 10=-260 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) Vert: 11= -260 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) • Vert: 12= -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) Vert' 5 = -260 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) Vert: 2 = -260 12) 7th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) Vert: 4 = -260 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) Vert: 13= -260 14) 9th Spnnkler ,Load: Lumber Increase =1.25, Plate Increase =1.25 • Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) Vert: 7 = -260 . 15) 10th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) • Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) Vert: 9 = -260 16) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) - Vert' 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (Ib) Vert: 8 = -260 17) 12th Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 5=- 153(F= -133), 6 -9 = -20 Concentrated Loads (lb) Vert. 6 = -260 • • I ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. • Design valid for use only with Weir connectors. This design Is based only upon parameters shown. and Is for on Individual building component to be Instiled and loaded / ' vertically Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer Bracing sown Is for lateral AA support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Addr,'onal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, dehrery, erection and the 1 i� V Jrr7co. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Handling installing and Bracing Recommendation available from Trsss Plate Institute. 583 D'Onofiio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. • .ruu t fuss r russ i ype uty Ply rviega raciiic l i i uoai J vv 11065 C2 ROOF TRUSS 3 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:50 2004 Page 1 8.0.11 I 13 -2-0 1 21-2-12 8 -0.11 5-1-5 8-0-12 Scale = 1 35 8 4x5 = 10 050 12 3x5 4x6 = 4x6 = 14 5 4x6 = 4 m t1 2 12 133 m (-1 1 v r/i I 1 *..:4 , ��1 W4 E V2 i2 ►Z ' -1 1,7, B2 -- B o i 15 8 7 I_� 4x8 = 3x4 = 4x12 MII18H= 4x8 = I 10 -7 -12 I 21-2-12 10.7 -12 10-7-0 Plate Offsets (X,Y): 11:0- 2- 4,0 -2 -0], [2:0 -2- 12,0 -2 -01, [4:0 -2- 12,0- 2 -01 -1 -121, [9:Edge 0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.96 Vert(LL) -0.46 6 -8 >542 360 MII20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -0.72 6 -8 >350 240 MII18H 170/148 BCLL 0.0 Rep Stress Incr NO . WB 0.77 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 113 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF 1800F 1.6E *Except' BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. B2 2 X 4 DF 2400F 2.0E WEBS 2 Rows at 1/3 pts 2 -9, 4 -6 WEBS 2 X 4 DF Stud /Std 'Except* EV1 2 X 4 DF 1800F 1.6E, EV2 2 X 4 DF 1650F 1.5E See "Web Brace Memo" for required T -Brace condition Design of all continuous REACTIONS (lb /size) 9= 1099/0 -5 -8, 6= 1079/0 -5 -8 lateral bracing is by others. Max Horz 9 =127(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -9 =- 355/7, 1- 10 =0/0, 1 -11 =- 457/85, 2 -11 =- 453/91, 2 -12 =- 2866/0, 12 -13 =- 2849/0, 3 -13 =- 2841/0, 3 -4=- 2839/0, 4 -14 =- 274/17, 5 -14 =- 269/22, 5 -6= -335/9 BOT CHORD 9 -15= 0/2903, 8 -15= 0/2903, 7 -8= 0/2564, 6 -7= 0/2564 % \d\ 1 1 Of '[ p i WEBS 2- 9=- 2657/0, 2-8 =- 166/200, 4- 8= 0/549, 4- 6=- 2491/0 `` Cd ` � NOTES (7) /t- r / 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers ' ' exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip r increase is 1.33 �) 2) All plates are M1120 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, 6\. UBC -97. ' 4 PO\Isl V 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17 has /have been modified. Building designer must review loads — to verify that they are correct for the intended use of this truss. 5) This truss has been designed for a moving concentrated load of 250.OIb live and 10.Olb dead located at all mid panels and at all ° panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads f EXPIRATION DATE: 12 131 104 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for JAN AN G 7 200ii hanger connection. LOAD CASE(S) Standard , A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded I' vertically. Applicability of design parameters 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 responsibility of the erector Additional permanent �}� * . bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and thei.RVSSco. bracing, consult OST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison. WI 53719. & BUILDING SUPPLY INC 11065 C2 ROOF TRUSS 3 1 I I Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Tue Jan 27 14:09.51 2004 Page 2 • LOAD CASE(S) Standard 1) Regular Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 2 = -70, 2- 13=- 140(F = -70), 5- 13 = -70, 6 -9 = -20 2) UBC: Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -40 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =0, 2- 13=- 70(F = -70), 5 -13 =0, 6 -9 = -1 Horz: 1 -9 =15, 1- 10 =15, 1- 5 = -20, 5 -6 =15 4) MWFRS Wind Right. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert. 1 -2 =0, 2- 13=- 70(F = -70), 5 -13 =0, 6 -9 = -1 Horz: 1- 9 = -15, 1- 10 = -15, 1- 5 = -20, 5 -6 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1.2 =0, 2- 13=- 70(F = -70), 5 -13 =0, 6 -9 = -1 Horz: 1- 9 = -20, 1- 10 = -20, 1- 5 = -20, 5-6=20 6) 1st Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert: 1= -260 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert: 11= -260 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert: 12 = -260 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert: 14= -260 10) 5th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert: 5 = -260 11) 6th Spnnkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert: 2= -260 12) 7th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert: 4= -260 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert 15= -260 14) 9th Sprinkler Load. Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert 7= -260 15) 10th Spnnkler Load: Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert 9 = -260 16) 11th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert 8= -260 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded I, vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss desi7ter. Bracing shown Is for lateral AA support of Individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent r , .. bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control storage, delivery. erection and the i i� V.7.7co. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, t SUTLDTNG SUPPLY INC 583 D'Onofrio Drive. Madison. WI 53719. ,ruu i russ r russ r ype Usy Ily mega realm I t r uoD; J VS 11065 C2 ROOF TRUSS 3 1 Job Reference (optional) J The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:52 2004 Page 3 LOAD CASE(S) Standard 17) 12th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 13=- 90(F = -70), 5- 13 = -20, 6 -9 = -20 Concentrated Loads (lb) Vert: 6= -260 • • • • • • ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors Thls design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically Applicability of design parameters 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 responsibility of the erector Additional permanent bracing of the overall structure Is the responsibility of tho building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and theTRiTSSco. bracing. consult QST-88 Quality Standard. DSB -89 Bracing Specification. and HIB-9l Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive, Modlson, WI 53719, & BUILDING SUPPLY INC. 1 11065 D1GR ROOF TRUSS 2 1 i Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:53 2004 Page 1 I 2.9.0 4 -10.7 ___ 10-2-0 _ I 2 -9-0 4-10-7 5-3-9 Scale = 1 22 3 5x5 3 3x5 II 3.50 12 1 2 13 4 1— Ii 7 AI - ] 2 T1 u' 9 UP e1 ' / O ` 8 6 9 10 11 —/ 4x4 = 2x4 II 4x5 = E 10.2.0 I 10-2-0 Plate Offsets (X,Y): [2:0- 4- 5,0 -0 -2], [3:0- 2- 8,0 -3-4], [5:0- 2- 0,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.73 Vert(LL) -0.10 5-6 >999 . 360 I M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.14 5-6 >846 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code UBC97 /ANS195 (Matrix) Weight: 49 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 *Except* TOP CHORD Sheathed and 2 -0-0 oc T3 2 X 4 DF No.2 purtins (6 -0-0 max.): 3 -4. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except* JOINTS 1 Brace at Jt(s): 4 EV22X4OFNo.2 REACTIONS (lb /size) 5= 611/0 -5 -8, 2= 836/0 -5 -8 Max Horz2= 63(load case 4) ' Max Uplift2=- 16(load case 5) Max Grav5= 648(Ioad case 10), 2= 836(Ioad case 1) FORCES (lb) - Maximum Compression /Maximum Tension AI r offs TOP CHORD 1 -2 =0/47, 2 -7 =- 1303/0, 3 -7 =- 1279/0, 4 -5 =- 412/4, 3 -12 =- 387/0, 12 -13 =- 392/0, 4 -13= -398/0 f BOT CHORD 2 -8= 0/1223, 6 -8= 0/1223, 6 -9= 0/1175, 9 -10= 0/1175, 10- 11= 0/1175, 5 -11= 0/1175 WEBS 3 -6= 0/375, 3 -5= -970/0 1 NE - ,' ,; ' NOTES 1822PE / , / 1) Unbalanced roof live loads have been considered for this design. �il / I. 1 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I l enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers f� / `� . exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip `� increase is 1.33 � • � 3) Provide adequate drainage to,prevent water ponding. PQV . 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, - UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 250.OIb live and 10 OIb dead located at all mid panels and at all L EXPIRATION DATE: 12 / 31 / 04 panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. . 7) Girder carriestsip end with 4 -0 -0 end setback TAN �\ 2/t11/ 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142,0Ib down and 1 i 2 r v�r 6 8.9Ib up at 4 -5 -10 on top chord. The design /selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be instofed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Brocing shown Is for lateral AA support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility 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 theVrlr.7co. bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from truss Plate Institute. 583 D'Onotrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. 11065 ID1GR ROOF TRUSS 2 1 Job Reference (optional) _J The Truss Co., Sumner WA ! Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:55 2004 Page 2 LOAD CASE(S) Standard 1) Regular Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 3 = -70, 2- 5=- 28(F = -8), 3- 12 = -70, 4- 12 = -97 Concentrated Loads (lb) Vert: 3 = -142 • • r.. A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MRek connectors. This design Is bosed only upon parameters shown, and Is for on IndMdual building component to be Installed and loaded ,•i verticaty. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral „1 support of Individual web members only. Additional temporory bracing to insure stability during construction Is the responsibility 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 - e �f�nTil+� CO. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation ovoilable from Truss Plate Institute, S i«J.7.7 583 D'Onofrio Drive, Madison, W1 53719. & BUILDING SUPPLY INC. 11065 D2 ROOF TRUSS 2 1 i Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:56 2004 Page 1 •2.9 -0 7 -1 -14 10 -2 -0 2-9-0 7 -1 -14 3 -0 -2 Scale = 1 22 3 5x5 3 - 2x4 it 10 4 3.50 FIT '/ Is 7 -E n ^ W7 2 Ev c., r. c. T1 h 2 0 , 81 [ n 6 6 9 , 4x5 = 2x4 II 3x4 = 10 -2-0 i 10-2-0 Plate Offsets (X,Y): [3:0- 2- 8,0- 3- 4],[5:0 -1- 12,0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.54 Vert(LL) -0.10 2-6 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.14 2-6 >837 240 BCLL 0.0 Rep Stress lncr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97 /ANS195 (Matrix) Weight: 50 lb LUMBER BRACING ■ TOP CHORD 2 X 6 DF No.2 *Except* TOP CHORD Sheathed and 2 -0-0 oc T3 2 X 4 DF No.2 purtins (6 -0-0 max.): 3-4. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std JOINTS 1 Brace at Jt(s): 4 REACTIONS (lb /size) 5= 409/0 -5 -8, 2= 681/0 -5-8 Max Horz 2= 88(load case 4) , Max Uplift2=- 47(load case 5) Max Grav5= 447(load case 10), 2= 681(load case 1) . FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/47, 2 -7 =- 596/0, 3 -7 =- 553/0, 4 -5 =- 284/16, 3 -10 =- 77/25, 4 -10= -82/21 BOT CHORD 2- 8= 0/527, 6- 8= 0/527, 6- 9= -0/486, 5 -9= -0/486 t, WEBS 3- 6= 0/365, 3- 5= -555/0 •jt , I ` NOTES I .K.. 1) Unbalanced roof live loads have been considered for this design. �'i 1 :22PE / 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers til I exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip ` t 1 increase is 1.33 � 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 per Table No 16 -B, pa � UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 2 _---, 6) This truss has been designed for a moving concentrated load of 250.01b live and 10.0lb dead located at all mid panels and at all EY DATE: 12 / 31 /(1 panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. . --- -• LOAD CASE(S) Standard I Q )AAN 7 7 1-OO ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors Thls design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of components 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 responsibility of the erector Additional permanent .t.f� ■�� co. bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding lubrication, quality control. storage. delivery. erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate institute, the i i� V r.7�7 583 D'Onotrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. 11065 D3 ROOF TRUSS 2 1 I Job Reference (optional) J The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:09:58 2004 Page 1 -2 -9 -0 I 9.5 -5 I 10 -2-0 { I 2-9-0 9 -5 -5 0.8-11 Scale = 1 22 3 4 5x5 % 9 3 / 2x4 I I 3.50 I 12 12 13 5 1 / IJ • c7 8 U r T1 W1 \ 2 I N 2 B1 [ - 1 ,I ►. 10 7 11 4x5 = 2x4 II 3x4 = 10 -2-0 10-2-0 Plate Offsets (X,Y): [3:0- 2- 8,0- 3- 4],[6:0 -1- 12,0 -1-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.56 Vert(LL) -0.11 2 -7 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.15 4 >223 . 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 55 lb LUMBER BRACING - TOP CHORD 2 X 6 DF No.2 *Except• TOP CHORD Sheathed , and 2 -0-0 oc T3 2 X 4 DF No.2 purlins (6 -0-0 max.): 3 -5. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std JOINTS 1 Brace at Jt(s):'5 REACTIONS (lb /size) 6= 453/0 -5 -8, 2= 692/0 -5 -8 Max Horz 2= 117(load case 4) Max Uplift6=- 33(load case 4), 2=- 48(load case 5) Max Gray 6= 491(load case 10), 2= 692(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/47, 2 -8 =- 689/0, 3 -8 =- 620/16, 3 -9= -88/0, 4 -9= -21/0, 5 -6 =- 299/17, 3 -12 =- 87/33, 12 -13 =- 90/30, 5 -13= -91/28 BOT CHORD 2- 10=- 48/591, 7 -10 =- 48/591, 7 -11 =- 50/580, 6- 11=- 50/580 }� WEBS 3 -7= 0/359, 3- 6=- 643/32 + . �. r 6 I /'� ■ NOTES ) ' i t ; 1 1 " 1) Unbalanced roof live loads have been considered for this design. - 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord 822PE dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I .. tri 7 ir enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals orcantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip r, , t'. increase is 1.33 r 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 per Table No. 16 -B, , a.1 UBC -97. 4 PO 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at Joint 6 and 48 lb uplift at joint 2. - 6) This truss has been designed for a moving concentrated load of 250.01b live and 10.01b dead located at all mid panels and at all I EXPIRATION []ATE: 12 131 / 04 panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. l LOAD CASE(S) Standard ,JAN l `{ ZOOF. ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is bused only upon parameters shown, and Is for on individual building component to be installed and boded , � vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for laterol „I support of Individual web members only Additional temporory bracing to Insure stability during construction is the responsibility 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 .mss *T�c SS bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB-91 Handling installing and Bracing Recommendation available from Truss Plate Institute. the +R V CO, 583 D'Onofrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. • » ,ype 1106 D4 ROOF TRUSS 10 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:10:01 2004 Page 1 -2-9-0 I 6-4 -12 I 10-2-0 2-9-0 6-4 -12 3-9-4 Scale = 1:21 6 3x4 II 4 mI 2x4 35012 3 all. � EV� 6 T1 r 1 2 51 B1 i ■ 9 1 ►� 4x6 = 5x5 = 'I 1 10-2-0 10-2-0 Plate Offsets (X,Y): [5:Edge,0 -2 -0) LOADING (psf) SPACING . 2 -0 -0 CSI DEFL in (lac) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.76 Vert(LL) -0.28 2 -5 >417 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.41 2 -5 >284 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 52 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed is BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF No.2 'Except' W1 2 X 4 DF Stud/Std REACTIONS (lb /size) 5= 409/0 -5 -8, 2= 681/0 -5-8 Max Horz2= 130(load case 4) Max Uplift5=- 3(Ioad case 4), 2=- 47(Ioad case 5) Max Gravy= 447(load case 8), 2= 681(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/47, 2 -6 =- 593/0, 3 -6 =- 534/0, 3 -7 =- 183/8, 4 -7 =- 163/28, 4 -5 =- 278/21 BOT CHORD 2- 8=- 12/513, 5- 8=- 12/513 WEBS 3 -5= -505/0 `r O , p ,, `` d ! NOTES N 0 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord , ." dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I j ! enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers , ii exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip j I I increase is 1.33 r ' j ; 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, ,1 II f ili, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 5 and 47 lb uplift at • pO \ ,0V joint 2. 4) This truss has been designed for a moving concentrated load of 250.OIb live and 10.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard [EXPIRATION DATE: 12 / 31 / )` ciAN 2 r( n t74 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors This design Is based only upon porometers shown, and Is for an Individual building component to be Installed and boded / ' vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer Bracing shown is for lateral „I support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent , bracing of the overall structure is the responsibility of the building designer. For general guidance rogarding fabrication. quality control, storage. delivery. erection and the'''" *K.cCO. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HI &91 Handling Installing and Bracing Recommendation available from truss Plate Institute. i i«Jr.7�7 583 D'Onofrio Drive, Madison. W153719. & BUILDING SUPPLY INC. E1GR I CAL HIP 14 . 1 l Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:19:33 2004 Page 1 1 -2 -0 -0 1 3 -4-0 3 -15 8-0-4 t 13.2.8 17.3 -13 17, -10 - 21 -2 -12 t 23-2-12 i • 2-0-0 3 -4-0 0-6 -15 e•t - 5-2-4 4.1.5 0 -6 -15 3-4-0 2-0-0 Scale = 1:42.6 4 00 ril 6x8 = 5x7 3 2x4 I I 4x8 = 1 15 4 16 5 17 14 'i T2 I `�\18 • Y ■■ ..!! . o dr • Y 7 .II, _ GIr tir.. 7 d1 ' • • V — 8 R r 4x8 -_ 19 13 20 21 12 22 11 10 23 24 9 25 4x8 = 2x4 I I 4x10 = 5x14 MII18H WB= 4x6 = 2x4 II 3 -0 -0 t 8-0-4 I 13 -2 -8 1 17 -10 -12 I 21-2-12 3-4-0 4-8-4 5-2-4 4 -8-4 3 -4-0 Plate Offsets (X,Y): [5:0 -2- 12,0 -2 -0], [12:0- 5 -0,0 -1 -12] 1 LOADING (psf) SPACING 2 -0-0 I CSI DEFL in (lac) I /dell Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 2 TC 0.76 Vert(LL) -0.42 11 -12 >593 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 I BC 0.77 Vert(TL) -0.76 11 -12 >326 240 MI118H 170/148 BCLL 0.0 Rep Stress !nor NO I WB 0.61 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 I (Matrix) Weight: 99 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 'Except' TOP CHORD Sheathed w•4- 1- 4--eep-oiirts, except T2 2 X 4 DF 2400F 2.0E 2 -0-0 oc purtins (2 -7-6 max.): 3 -6. BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' WEBS 1 Row at midpt 5 -9 W2 2 X 4 OF No.2, W6 2 X 4 DF No.2 See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 2= 1476/0 -5 -8, 7= 1491/0 -5 -8 Design of all continuous Max Horz 2=- 20(load case 3) lateral bracing is by others. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/37, 2 -14 =- 3219/0, 3 -14 =- 3142/0, 3-15 =- 5997/0, 4 -15 =- 6009/0, 4 -16 =- 5988/0, 5 -16 =- 5988/0, 5 -17 =- 3141/0, 6 -17 =- 3137/0, 6 -18 =- 3186/0, 7 -18 =- 3253/0, 7 -8 =0/37 % 1 1 flff�`J' BOT CHORD 2- 19= 0/2961, 13- 19= 0/2961, 13- 20= 0/2938, 20- 21= 0/2938, 12- 21= 0/2938, 12- 22= 0/6013, 11- 22= 0/6013, ,1 r 10 -11= 0/6013, 10- 23= 0/6013, 23- 24= 0/6013, 9- 24= 0/6013, 9- 25= 0/2991, 7- 25= 0/2991 li = �F ,. WEBS 3 -13= 0/379, 3 -12= 0/3189, 4 -12 =- 780/0, 5-12 =- 429/404, 5 -11= 0/367, 5 -9 =- 2949/0, 6 -9 =0/787 lip �. NOTES J 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord 1 ? i r i dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category!, condition 1 ; / enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip • C 4� increase is 1.33 P0\1 3) Provide adequate drainage to prevent water ponding. — 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ` EXPIRATION DATE: 12 / 31 / 0] UBC -97. ` 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 10.01b dead located at all mid panels and 21 all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) Girder carries hip end with 4 -0 -0 end setback r1 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116.7Ib down and JAN 2. r f 20 3.9lb up at 18 -1 -6, and 116.71b down and 3 91b up at 3 -7 -1 on top chord The design /selection of such special connection 6 device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). . -6or t�inuea on(pa getaltdard A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. A. Design valid for use only with MiTek connectors This design is based only upon parameters shown, and Is for on Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporosion 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 responsibility of the erector. Addtlonol permanent *�� bracing of the overall structure Is the responsibility of the building Designer For general guidance regarding fabrication. quality control, storage. delr ery. erection and th V ■7■7co. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, i 583 D'Onofrlo Drive. Madison, WI 53719 - & BUILDING SUPPLY INC • • E1GR CAL HIP 4 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:19:35 2004 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert: 1- 3 = -70, 3- 6 = -97, 6- 8 = -70, 2- 7=- 28(F = -8) Concentrated Loads (lb) Vert: 3 = -117 6= -117 • • • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded , vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer Bracing shown Is for lateral II support of Individual web members only Additional temporary bracing to Insure stability during construction is the responsibility 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 y 11 �/�7�7 „ �eTRUSScO. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. ► 583 D'Onofrio Drive. Madison, WI 53719 & BUILDING SUPPLY INC 11065 1E2 I HIP 4 I 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MWTek Industries, Inc. Tue Jan 27 14:10:07 2004 Page 1 I -2 -0 -0 I 5-4-0 5)10 -15 10 -7-6 I 15-3-13 15.10 - 21-2-12 I 23-2-12 2 -0 -0 5-4 -0 0 -6-15 4-8-7 4-8-7 0 -6-15 5-4-0 2 -0-0 Scale = 1 42 6 5x5 = 4 00 i 12 2x4 II 5x5 = 3 13 4 14 T-2- 15 i 12 • 7 j T1/ W W2 W 4 2 6 4 N li c 1 Q B1 `..i :2 Ittal ikriir 4x5 = 16 11 17 10 9 8 18 4x5 = 2x4 iI 4x8 = 4x6 = 2x4 II I 5-4-0 l 10 -7 -6 I 15 -10 -12 i 21-2-12 5-4-0 5 -3-6 5-3-6 5-4-0 Plate Offsets (X,Y): [2:0 -2- 14,0 -0-2], [3:0- 2 -0,0 -2-4], [5:0- 2- 0,0.2 -4], [6:0 -2- 14,0 -0-2] • LOADING (psf) SPACING 2 -0-0 CSI DEFL . in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.47 Vert(LL) -0.14 10 >999 360 MII20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.26 10 >975 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.06 6 n/a ' n/a BCDL 10.0 . Code UBC97 /ANSI95 (Matrix) Weight: 100 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 `Except TOP CHORD Sheathed or -2. eepartina, except . T2 2 X 4 DF No.2 2 -0-0 oc purlins (3 -5-0 max.): 3 -5. I BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std I • REACTIONS (lb /size) 2= 1091/0 -5 -8, 6= 1091/0 -5 -8 Max Horz 2= 25(load case 4) . Max Uplift2=- 21(load case 5), 6=- 21(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/37, 2 -12 =- 2074/0, 3 -12 =- 2009/0, 3 -13 =- 2767/0, 4 -13 =- 2776/0, 4 -14 =- 2776/0, 5 -14 =- 2767/0, 5 -15 =- 2009/0, 6 -15 =- 2074/0, 6 -7 =0/37 � ' BOT CHORD 2 -16= 0/1885, 11- 16= 0/1885, 11- 17= 0/1871, 10- 17= 0/1871, 9 -10= 0/1871, 8 -9= 0/1871, 8 -18= 0/1885, 6 -18= 0/1885 , I WEBS 3 -11= 0/367, 3 -10 =- 4/1032, 4 -10 =- 609/0, 5 -10 =- 5/1032, 5 -8 =0/367 � ; 1' PROfe �4 NOTES ��' I Nlc 1822P l r(��' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord ! ' i f , dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers It exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip !i r F 1 -0 increase is 1.33 3) Provide adequate drainage to prevent water ponding. y� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, t� UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 2 and 21 lb uplift at joint 6. 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 10.OIb dead located at all mid panels and at all " EXPIM9 1 'OJ'N! WA![IE: 112ij 311 141,< panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads ~ ~--- -- - LOAD CASE(S) Standard JAN 2 7 7004 1 a A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded A vertically Applicability of design parameters 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 responsibility 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 theYr7■7co. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. • 1 11065 I E3 CAL HIP 4 1 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:10:10 2004 Page 1 11-3-13 i -2-0-0 I _ 5 4-0 9-10-15 10 -7 -g I 15-10-12 I 21-2-12 _ I 23.2.12te 1 1.42.6 2-0-0 5-4-0 4 -6 -15 0-8-70-8-7 4-6-15 5- 2-0 4 7 400 12 75 20 5x5 = 2x4 II 5x5 = 3 16 17 5 18 19 • 14 T we �: \ 21 ,,I 2 N3 W W. \ o 4 2 \` 8 N d1 81 = : -2 9 IW ICI 4x6 = 22 13 23 12 11 10 24 4x6 = 2x4 II 4x8 = 4x6 = 2x4 II I I 5 -4-0 I 10 -7 -6 I 15 -10 -12 I 21-2-12 --I 5-4 -0 5-3-6 5-3-6 5-4-0 I Plate Offsets (X,Y): [3:0 -1- 12,0 -2- 4],[6:0 -1- 12,0 -2-4] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.81 Vert(LL) 0.18 12 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.73 4 >72 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 117 lb LUMBER BRACING ' TOP CHORD 2 X 6 DF No.2 'Except' TOP CHORD Sheathed cc4- 8.42.eepu4ins, except T2 2 X 4 DF No.2 2 -0-0 oc purlins (2 -11 -14 max.): 3 -6. ,BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud /Std , REACTIONS (lb /size) 2= 1179/0 -5-8, 8= 1179/0 -5-8 Max Horz 2=-39(load case 3) Max Uplift2=-87(load case 5), 8=-87(load case 5) . FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/37, 2 -14 =- 2510/198, 3 -14 =- 2394/216, 3 -15 =- 110/0, 4 -15= -41/0, 3 -16 =- 3143/336, 16 -17 =- 3144/333, 5 -17 =- 3148/332, 5 -18 =- 3148/332, 18 -19 =- 3144/333, 6 -19 =- 3143/336, 7 -20= 41/0, 6 -20= -97/0, 6 -21 =- 2394/216, 8-21=-2510/198, 8-9=0/37 A ' BOT CHORD 2-22=-153/2322, 13 - 22, 13 -22 =- 153/2322, 13-23=-155/2314, 12 -23 =- 155/2314, 11 -12 =- 155/2314, 10-11=-155/2314, . � � 10- 24=- 153/2322, 8 -24 =- 153/2322 - :'i‘ h WEBS 3 -13= 0/359, 3 -12 =- 107/1026, 5 -12 =- 587/58, 6 -12 =- 108/1026, 6 -10 =0/359 12.., G F<, Vii" NOTES if ! i 11022PE 1) Unbalanced roof live loads have been considered for this design. I ' C 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers I ( 'Ili r exist, they are exposed to wind- If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip * increase is 1.33 � 3) Provide adequate drainage to prevent water ponding. \N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 2 and 87 lb uplift 'EXPIRATION DATE: 12 / 31 / 0/i at joint 8- 6) This truss has been designed for a moving concentrated load of 250.01b live and 10.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. n N `p 7 20 �14 LOAD CASE(S) Standard H! / A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for on IndMdual building component to be Installed and loaded A. vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer, Bracing shown Is for lateral AA support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility 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 QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, the a RYS.7co. 583 D'Onolrio Drive, Madison, WI 53719 & BUILDING SUPPLY INC. 11065 1E4 CAL HIP 4 I 1 I Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:10:14 2004 Page 1 11-3-13 1 -2 -0-0 1 5-4-0 __ I 9 -10 -15 10.7 -¢ 1 15-10 -12 1 21 -2 -12 _ _ i 23.2.12 2 -0-0 5-4-0 4-6-15 0 -8 -7 4-6-15 5-4 -0 2-0S&aie - 1 2 0-8-7 5x5 5x5 4 7 4.00 FT -- 7 28 2' 5x5 = 22 i 17 / 1 -- 1I 2x4 II 5x5 = 3 19 &I 20 2 a yi 0I Wd 23 16 v W2 W3 � \ In 2 10 '�1 0 B r_ i 9 B 11I; �4 ` i o 4x5 = 24 15 25 14 13 12 26 4x5 = 2x4 II 4x8 = 4x6 = 2x4 II 1 5-4 -0 I 10-7-6 i 15-10-12 1 21 -2 -12 1 5-4-0 5-3-6 5-3-6 5-4-0 Plate Offsets (X,Y): [3:0 -1- 12,0 -2 -8], [4:0- 1- 1,0 -2- 8],[7:0- 1- 1,0 -2- 8],[9:0 -1- 12,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.47 Vert(LL) -0.11 14-15 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.18 14 -15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.05 10 n/a n/a - BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 124 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 'Except' TOP CHORD Sheatheder-6- 2-4ecpnrlinel except P T2 2 X 4 DF No.2, T4 2 X 4 DF Stud /Std 2 -0-0 oc purlins (5 -2 -14 max.): 3 -9, 4 -7. Except: : BOT CHORD 2 X 4 DF No.2 1 Row at midpt 3 -9 WEBS 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) 2= 1091/0 -5-8, 10= 1091/0 -5 -8 Max Horz 2= 36(load case 4) Max Uplift2=- 21(load case 5), 10=- 21(load case 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/37, 2 -16 =- 2004/0, 3 -16 =- 1931/0, 3 -17 =- 1196/0, 4 -17 =- 1156/0, 3 -18 =- 664/0, 5 -18 =- 664/0, 5 -19 =- 643/0, 6 -19 =- 643/0, 6 -20 =- 643/0, 8 -20 =- 643/0, 8 -21 =- 664/0, 9 -21 =- 664/0, 7 -22 =- 1154/0, 9 -22 =- 1196/0, 9 -23 =- 1931/0, 10 -23 =- 2004/0, 10 -11 =0/37, 4 -27 =- 1119/2, 27- 28=- 1119/2, 28- 29=- 1119/2, 7 -29 =- 1119/2 r BOT CHORD 2- 24= 0/1811, 15- 24= 0/1811, 15- 25= 0/1802, 14- 25= 0/1802, 13 -14= 0/1802, 12- 13= 0/1802, 12- 26= 0/1811, Owe ' Ii 10 -26= 0/1811 � � �� WEBS 3 -15= 0/359, 3 -14 =- 239/184, 6 -14= 0/258, 9 -14 =- 239/183, 9 -12 =0/359, 4 -5= 0/234, 7 -8 =0/271 t t NOTES 2PE 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf lop chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an ocupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Pov`V 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 per Table No. 16 -B, UBC -97. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 2 and 21 lb uplift t EXPIRATION DATE: 12 / 31 / 04 • at joint 10. 6) This truss has been designed for a moving concentrated load of 250 Olb live and 10.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 7 200 4. LOAD CASE(S) Standard ' ; • . ®. WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. •t Design valid for use only with MiTek connectors This design Is bosed only upon parameters shown, and Is for on Individual building component to be installed and loaded vertically Applicability of design parameters 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 responsibility of the erector. Additional permanent * . SSco, 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 QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB•91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. theTRU 583 D'Onofrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC • 111065 1J6 ROOF TRUSS 8 1 1 l Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Jan 27 14:10:17 2004 Page 1 -2 -0-0 I 4-0-0 - -+ 8 -0-0 I 9-10-15 2-0-0 4 -0-0 4-0-0 1-10-15 5 1 19 9 0 9 z 0 4 —` 4.00 FIT , 8 , , 1 3 _ T1 N . 7 2 gi B I 9 10 6 3x4 = • I 4 -0-0 I I 4 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I /dell Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.29 Vert(LL) -0.05 2 -6 >794 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.07 2 -6 >648 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 32 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed.s4- 6-0- o4- pu4ktic. BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) 5 =67 /Mechanical, 2= 366/0 -5-8, 6 =37 /Mechanical, 3= 215/0 -5-8, 4= 207/0 -5-8 Max Horz 2= 87(load case 4) Max Uplift5=- 2(load case 4), 2=- 23(Ioad case 4), 4=- 7(load case 4) Max Grav5= 279(load case 12), 2= 391(load case 9), 6= 297(load case 14), 3= 321(load case 10), 4= 319(load case 11) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/37, 2 -7= -66/0, 3 -7 =- 53/52, 3 -8= -51/0, 4-8 =- 28/51, 4 -9= -46/0, 5 -9= -7/46 BOT CHORD 2- 10 =0/0, 6- 10 =0/0 NOTES I 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers Allili e xist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip 4 ( 4 increase Is 1.33 ,J , N 0 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. , 1822' '• 3) Refer to girder(s) for truss to truss connections. of" ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 5, 23 lb uplift at joint f . � 2 and 7 lb uplift at joint 4. l j I .: 1 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 6) This truss has been designed for a moving concentrated load of 250.OIb live and 10.0Ib dead located at all mid panels and at all *► � � panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. • 4- PONS V LOAD CASE(S) Standard � . EXPI ----- �-4! I RATION DATE: 12 / 31 JAN 2 7 2(J04 ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded , vertically. Applicability of design parameters 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 responsibility of the erector. Adaitlonal permanent �f * . bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication. quality control, storage. delvery. erection and bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HI &91 Handling Installing and Bracing Recommendation available from Truss Plate Institute the i i�vr7.7tro. 583 D'Onofrio Drive. Madison. WI 53719. & BUILDITIG SUPtSt.V INC. Job Truss Truss Type Oty Ply Mega Pacific (11065) JW 11065 A1GR ROOF TRUSS 1 2 lob Reference foottonell The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15:26'58 2004 Page 1 I 9.2.8 I 16-9 -7 I 25.7 -1 I 33.9.9 I 47-4-7 I 50 -0.3 I 57.9.4 58 12 9-2-8 7-6-15 8-9-10 8-2-8 8-6-14 7 -7 -11 7.9.1 0-5-8 . Scale 1/8• =1' 0 50 12 5x7 = 4x5 = 3x5 = 6x8 = 5x10 = 2'0 II 6x8 = 4x5 = 10 29 t - 21 5x14 = 6x8 = 4x6 = 4x4 = 26 7 27 8 9 28 25 5 6 II _ - 1 E 23 2 3 24 4 u�� / 10 W N 3 4 W 1 9 22 N rn laillaniiii11■111111' 1 II 11110•11•11111111W111•1111 20 3031 32 19 33 18 34 17 16 35 15 14 36 13 37 38 12 6x12 = 9x16 MI118H= 6x6 = 7x10 MII18H= 6x6 = 6x10 MI118H= 8x8 = 6x9 = 5x5 = 4x5 = , I 10-3-15 I 19-7-4 I 29-11-2 I 39-5-3 I 47-9-0 I 58 -2 -12 I 10-3-15 9-3-5 10 -3 -14 9-6-1 8-3-13 10 -5-12 • r r : s _ _ . r _ r r - - . � - r r s r r - s s - .r r _ _ s r _ _ r s _ _ :._ _r r_ _ i LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.70 Vert(LL) -0 55 16 -18 >999 360 MI120 220/195 - TCDL 10.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.99 16 -18 >697 240 MII18H 170/148 BCLL . 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.21 12 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matnx) Weight' 879 lb LUMBER BRACING • TOP CHORD 2 X 6 OF No 2 TOP CHORD Sheathed BOT CHORD 2 X 8 DF SS BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS 2 X 4 DF Stud /Std 'Except' WEBS 1 Row at midpt 4 -19, 9 -13, 10 -12 EV12X4OFNo .2,EV22X6OFNo.2,W12X6OFNo.2 2 Rows at 1/3 pts 2 -20 W22X4OFNo. 2 ,W112X4OFNo.2,W122X4OF1800F1.6E W13 2 X 4 DF No.2 See "Web Brace Memo" for required T -Brace condition REACTIONS (lb/size) 20= 6608/0 -5-8, 12= 6653/0 -5 -8 Design o-1 all continuous Max Horz 20= 270(Ioad case 4) lateral bracing is by others. Max Upllftl2 =- 34(load case 4) FORCES (lb) - Maximum Compresslon/Maximum Tension (I TOP CHORD 1 -20 =- 361/2, 1- 21 =0/0, 1 -23 =- 182/106, 2 -23 =- 169/113, 2 -3 =- 11369/89, 3 -24 =- 11358/90, 4 -24 =- 11358/94, 4 -25 =- 16074/73, 1 11 5-25=-16061/77, 5-6=-16629/46, 6-26=-16617/47, 7-26=-16617/51, 7-27=-13564/19, 8-27=-13551/21, 8-9=-13538/22, I �` ;i:., 9 -28 =- 8648/0, 10- 28=- 8637/0, 10 -29 =- 180/58, 11- 29=- 169/61, 12 -22 =- 349/6, 11- 22= -346/7 II.'" 84. •44 BOT CHORD 20 -30 =- 237/10352, 30 -31 =- 237/10352, 31- 32=- 237/10352, 19- 32=- 237/10352, 19 -33 =- 219/14803, 18 -33 =- 219/14803, il; 1 ` 6, 18 -34= -193/ 16634,17 -34= -193/ 16634,16 -17 =- 193/16634,16 -35 =- 164/15503, 15- 35=- 164/15503,14 -15 =- 126/11772, 822i'C I 14-36=-126/11772, 13-36=-126/11772, 13-37=-94/6621, 37-38=-94/6621, 12-38=-94/6621 WEBS 2 -20 =- 11754/0, 2 -19= 0/4923, 4-19=-4547/0, 4-18=0/2532, 5 -18 =- 833/9, 5 -16 =- 131/173, 7 -16 =- 28/2082, 7 -15= 2968/32, 9 -15 =- 38/4042, 9 -13 =- 5095/40, 10 -13 =- 23/5992, 10- 12=- 8677/45 NOTES (10 -11) 1 4 1 • � 11 r ` 1) 2-ply truss to be connected together with 10d Common( 148•x3') Nails as follows Top chords connected as follows 2 X 4 - 2 rows at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc F O ` j ((( Bottom chords connected as follows: 2 X 8 - 2 rows at 0 -7 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply -- ""'�' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. EXPIRATION DATE', + l Qr 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind The lumber DOL increase is 1 33, and the plate grip increase is 1 33 JAN 2 9 2004 4) All plates are MI120 plates unless otherwise indicated. . 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 12. • - - • • • I - S I a. /._ - •r u.. •. Clint Mimape 2. VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. '' i DDesgn valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for on individual building component to be Installed and loaded A vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral I support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent * . • SSeo. 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 051-88 Quality Standard. 058 -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, theTRU 583 D'Onofrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply Mega Pacific (11065) JW 11065 A1GR ROOF TRUSS 1 2 _Job Reference factional) The Truss Co.. Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15:27:00 2004 Page 2 NOTES (10 -11) 8) This truss has been designed for a moving concentrated load of 250.OIb live and 10 Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 885.OIb down and 11.2lb up at 6 -0 -0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others 10) Truss F's intersecting along the bottom chord to be connected with USP JUS24. Follow USP installation recommendations for hanger connection 11) Truss FO1 & F06 intersecting at 6' from the left to be connected with USP HJC26. Follow USP installation recommendations for hanger connection LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =0.90 Uniform Loads (plf) Vert 1 -11 =- 70,20 -32 =- 20,32.38=- 170(F =- 150),12- 38 = -20 Concentrated Loads (Ib) Vert 31=- 885(F) 6) 1st Sprinkler Load Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32.38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert: 1 = -260 31=- 393(F) 7) 2nd Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20-32=-20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert 23= -260 31=- 393(F) 8) 3rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert: 24 = -260 31=- 393(F) 9) 4th Sprinkler Load' Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Veil 25 = -260 31=- 393(F) 10) 5th Sprinkler Load. Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Veil. 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) • Vert: 26=-260 31=- 393(F) 11) 6th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11=- 20, 20- 32=- 20,32- 38=- 87(F =- 67),12- 38 = -20 Concentrated Loads (Ib) Veil. 27= -260 31=- 393(F) 12) 7th Sprinkler Load• Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert 28= -260 31=- 393(F) 13) 8th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert. 29=-260 31=- 393(F) 14) 9th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20.32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert. 11= -260 31=- 393(F) 15) 10th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1 -11 =- 20,20 -32 =- 20,32- 38=- 87(F =- 67),12- 38 = -20 Concentrated Loads (Ib) Vert 2 = -260 31=- 393(F) 16) 11th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) • Vert. 4= -260 31=- 393(F) 17) 12th Sprinkler Load' Lumber Increase =1 25, Plate Increase =l 25 Uniform Loads (plf) • Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert 5= -260 31=- 393(F) 18) 13th Sprinkler Load Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) - Vert• 1- 11 = -20, 20- 32 = -20, 32.38=- 87(F = -67), 12- 38 = -20 CRntW�K�e VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors This design Is based only upon parameters shown, and Is for on individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral AA support of individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Additional permanent �R 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 QS1-88 Quality Standard. DSB -89 Bracing Specification, and HIB -9l Handling Installing and Bracing Recommendation available from Truss Plate Institute. the i R V.7.7e0. 583 D'Onolrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC Job Truss Truss Type Qty Ply Mega Pacific (11065) JW 11065 A1GR ROOF TRUSS 1 2 Jnb Reference (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Indust. Inc. Thu Jan 29 15:27.00 2004 Page 3 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 7= -260 31=- 393(F) 19) 14th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert 9 = -260 31=- 393(F) 20) 15th Sprinkler Load Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67). 12- 38 = -20 Concentrated Loads (Ib) Vert 10= -260 31=- 393(F) 21) 16th Sprinkler Load. Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert: 30 = -260 31=- 393(F) 22) 17th Sprinkler Load Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert: 31=- 393(F) 33= -260 23) 18th Sprinkler Load: Lumber Increase =1 25, Plate Increase =1 25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert 31=- 393(F) 34= -260 24) 19th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert 31=- 393(F) 35= -260 25) 20th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert 31=- 393(F) 36= -260 26) 21st Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert: 31=- 393(F) 37 = -260 27) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F =-67), 12- 38 = -20 Concentrated Loads (Ib) Vert: 20 = -260 31=- 393(F) 28) 23rd Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert 19= -260 31=- 393(F) 29) 24th Sprinkler Load. Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Vert. 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert. 18 = -260 31=- 393(F) 30) 25th Sprinkler Load: Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert: 16 = -260 31=- 393(F) 31) 26th Sprinkler Load. Lumber Increase =l 25, Plate Increase =l 25 Uniform Loads (plf) Vert. 1 -11 =- 20,20 -32 =- 20,32- 38=- 87(F =- 67 38 = -20 Concentrated Loads (Ib) Vert 15= -260 31=- 393(F) 32) 27th Sprinkler Load Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 Concentrated Loads (Ib) Vert: 13 = -260 31=- 393(F) 33) 28th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 38=- 87(F = -67), 12- 38 = -20 r 1 ��e �/ERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. dd�� Design valid for use only with MiTek connectors This design is based only upon parameters shown, and Is for on IndMduol building component to be Installed and loaded • ; vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing s'iown is for lateral AA, support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Additional permanent bracing of tho overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage. delivery, erection and e T1 * *L+C bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and H1B -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. & BUILDING SUPPLY INC. 583 D'Onofrio Drive. Madison, WI 53719. • Job Truss Truss Type Qty Ply Mega Pacific (11065) JW 11065 A1GR ROOF TRUSS 1 2 _Joh Reference footionatt The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 15.27:00 2004 Page 4 LOAD CASE(S) Standard Concentrated Loads (lb) Vert 12 = -260 31=- 393(F) • ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with Mflek connectors This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent - �R7 *�� bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and co. bracing, consult QST -88 Quality Standard. DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available the i 1C V from Truss Rate Institute, & BUILDING SUPPLY INC. 583 D'Onofrlo Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply Mega Pac•Sc (11065) JW 11065 A6GR ROOF TRUSS 1 2 Joh Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 5 Oct 21 2003 MI i ek lndustnes. Inc Thu Jan 29 15.27:07 2004 Page 1 I 9 -2.8 I 16-9-7 I 75-7-1 I 33-9-9 I 47 -4.7 50 -0 -3 i 57.9 -4 5A17112 9-2-8 7-6-15 8-9-10 8-2-8 8-6-14 7-7-11 7-9-1 Scale 0-5 -8 1 98,5 0.50 FY _ 4x5 = = ' 7 2x4 II 6.E= 7x10 MI116= 11 2 8 29 3x5 = 6x8 = 4x4 = 6x8 = 5x5 = 27 E 10 _ 21 I 7x10 M1116= 5x7 = 25 5 6 26 i. 23 2 3 24 4 u :r IrrAl AL viiiiii\o W N 3 E `_ 12 c c Vr 22 �� ' ri 20 3031 32 19 33 34 18 35 17 16 36 15 14 37 38 13 39 40 12 7x10 MII16= 10x16 M111814 — 8x8 = 8x8 = 6x10 I.111181-1= 8x8 = 6x10 = 9x22 5 MI116 WB= 6x6 = 4x5 = I 10-3-15 I 19-7-4 I 79-11-2 I 39.5.3 I 47.9.0 I 58 -2.17 i 10-3-15 9.3.5 10-3-14 9.6.1 8-3-13 10-5-12 Plate Offsets (X,Y): [2.0- 5- 0,0 -3 -0], [5:0- 2- 0,0 -2 -8], [9'0- 2- 12,0 -2 -8], [10:0- 4.12,0 -2 -8], [11 0- 2- 8,0 -1 -0], [12:0 -3- 12,0 -3 -0], (15:0- 1- 4.0- 3 -12), [16.0- 4- 0,0 -5 -0], [17:0- 11- 4,Edge], [18 0 -4 -0 .0- 4- 12].[19.0- 8- 0.0 - -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.92 Vert(LL) -0 55 16 -18 >999 360 MI120 220/195 TCDL . 10 0 Lumber Increase 1.15 BC 0.98 Vert(TL) -1.27 16 -18 >547 240 MII18H 170/148 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0 26 12 n/a nra MI116 176/121 BCDL .10 0 Code UBC97 /ANSI95 (Matrix) Weight: 879 lb ` LUMBER BRACING - TOP CHORD 2 X 6 DF 1650F 1.5E 'Except' TOP CHORD Sheathed erheErfs. T2 2 X 6 DF No 2, T4 2 X 6 DF No 2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing BOT CHORD 2 X 8 DF SS WEBS 1 Row at mldpt 4 -19, 7 -15, 9 -13, 10 -12 WEBS 2 X 4 OF Stud /Std 'Except' 2 Rows at 1/3 pts 2-20 EV1 2 X 4 DF No 2, EV2 2 X 6 DF No.2, W1 2 X 6 DF No 2 W2 2 X 4 DF No.2, W9 2 X 4 DF No 2, W11 2 X 4 DF No.2 See "Web Brace Memo" for W12 2 X 4 DF 2400F 2.0E, W13 2 X 4 DF No 2 required T -Brace condition Design of all continuous REACTIONS (lb /size) 20= 7875/0 -5 -8, 12=7946/0-5-8 lateral bracing is by others. Max Horz20= 270(load case 4) ,,,,. f., FORCES (lb) - Maximum Compression/Maximum Tension • \ , � 1 Il TOP CHORD 1 -20 =- 365/0, 1- 21 =0 /0, 1 -23 =- 189/99, 2 -23 =- 176/106, 2 -3 =- 13828/0, 3 -24 =- 13817/0, 4 -24 =- 13817/0, 4 -25 =- 20287/0, ► ∎•:W ; . ;\\\ 5 -25 =- 20274/0, 5-6 =- 21116/0, 6 -26 =- 21104/0, 7 -26 =- 21103/0, 7 -27 =- 17122/0, 8 -27 =- 17109 /0,8 -9 =- 17097/0,9 - 10596 : ,;] , , N , ], 'P' 10 -254- 10585/0, 10- 29=- 175/54, 11 -29 =- 164/57, 12- 22=- 348/3, 11 -22= -345/5 •3 BOT CHORD 20- 30= 0/12566, 30- 31= 0/12566, 31- 32= 0/12566, 19.32= 0/12566, 19- 33= 0/18468, 33- 34= 0/18468, 18- 34= 0/18468. i 11 6224 rr'' 18-35=0/21005, 17-35=0/21005, 16-17=0/21005, 16-36=0/19588, 15-36=0/19588, 14-15=0/14688, 14-37=0/14688. 37- 38= 0/14688.13 -38= 0/14688.13.39= 0/8076,39 -40= 0/8076,12 -40= 0/8076 If WEBS 2 -20 =- 14302/0, 2 -19= 0/6121, 4 -19 =- 6139/0, 4 -18= 0/3637, 5 -18 =- 1063/0, 5 -16= 0/361,7 -16= 0/2834,7 -15 =- 3770/0, 9-15=0/5503, 9 -13 =- 6668 /0, 10 -13= 0/7458, 10 -12 =- 10639/0 4 ' -' II i �y NOTES (9 -10) ' 4 . PO\N O 1) 2 -ply truss to be connected together with 10d Common( 148 "x3 ") Nails as follows 11'' Top chords connected as follows 2 X 4 - 2 rows at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc .� Bottom chords connected as follows' 2 X 8 - 2 rows at 0 -7 -0 oc j .----_ Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply EXPIRATION DATE: 12 / 31 / 0'1 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated ---- 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load ` and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I. condition I enclosed building, of � � 9 2 dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are exposed to wind The lumber DOL increase is 1 33, and the plate grip increase is 1.33 4) All plates are MI120 plates unless otherwise indicated 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC-97. . C�nt r O m�Le 7 VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Al Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designw. Bracing shown Is for lateral support of Individual web members only Additional temporary bracing to insure stability during construction Is the responsibility of the erector Additional permanent * . bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quafitycontrol. scroge. delivery. erection and th e TR co bracing, consult QST-88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation avoilcole from Truss Plate Institute. & 6t 1IL DING SUPPLY INC. . 583 D'Onofrio Drive. Madison. WI 53719. Job Truss Truss Type Qty Ply Mega Pacific (11065) JW 11065 A6GR ROOF TRUSS 2 Job Reference (optional) The Truss Co.. Sumner WA / Eugene OR 5 200 S Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 15 27 08 2004 Page 2 NOTES (9 -10) 7) This truss has been designed for a moving concentrated load of 250.0Ib live and 10 Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 885.OIb down and 11.2lb up at 6 -0 -0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) Truss F's intersecting along the bottom chord to be connected with USP JUS24 Follow USP installation recommendations for hanger connection 10) Truss F01 & F06 intersecting at 6' from the left to be connected with USP HJC26 Follow USP installation recommendations for hanger connection LOAD CASE(S) Standard 1) Regular Lumber Increase =l 15, Plate Increase =0.90 Uniform Loads (plf) Vert 1- 11 = -70. 20- 32=- 20,32- 33=- 170(F =- 150),33- 38=- 250(F =- 230),38- 40= 170 (F = 150 40 = -20 Concentrated Loads (Ib) Vert: 31=- 885(F) 2) UBC Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11=- 20,20 -32 =- 40,32- 33=- 140(F =- 100),33- 38=- 220(F =- 180), 40 140 (F = 100 -40 = -40 Concentrated Loads (lb) Vert 31=- 590(F) 3) MWFRS Wind Left Lumber Increase =l 33, Plate Increase =1.33 Uniform Loads (plf) Vert 1 -11 =0, 12- 22 = -15. 20- 32 = -1, 32- 33=- 3(F = -2), 33- 38=- 83(F = -82), 38 -40=- 3(F = -2), 12 -40 = -1 Horz 1- 20 =15. 1- 21 =15, 1- 11 = -20, 11 -12 =15 Concentrated Loads (Ib) Vert 31= -12(F) 4) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pit) Vert: 1 -11 =0, 12- 22 =15, 20- 32 = -1, 32- 33= 1(F =2), 33- 38=- 79(F = -78), 38- 40= 1(F =2), 12 -40 = -1 Horz: 1- 20 = -15. 1- 21 = -15. 1- 11 = -20, 11- 12 = -15 Concentrated Loads (Ib) Vert 31 =11(F) 5) MWFRS 1st Wind Parallel: Lumber Increase =l 33, Plate Increase =1.33 Uniform Loads (pit) Vert: 1 -11 =0, 12- 22 = -20, 20- 32 = -1, 32- 33=- 3(F = -2), 33- 38=- 83(F = -82), 38- 40=- 3(F = -2), 12 -40 = -1 Horz: 1- 20 = -20, 1- 21 = -20, 1- 11 = -20, 11 -12 =20 Concentrated Loads (lb) Vert: 31= -12(F) 6) 1st Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38- 40=- 87(F =-67), 12 -40 = -20 Concentrated Loads (Ib) Vert: 1=-260 31=- 393(F) 7) 2nd Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Veil: 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38 -40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (Ib) Vert: 23= -260 31=- 393(F) B) 3rd Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 11=- 20,20 -32 =- 20,32- 33=- 87(F =- 67),33- 38=- 167(F =- 1 40 87 (F = 67 40 = -20 Concentrated Loads (Ib) Vert: 24 = -260 31=- 393(F) 9) 4th Sprinkler Load Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38- 40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (Ib) Vert: 25=-260 31=- 393(F) 10) 5th Sprinkler Load: Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (pit) Vert 1- 11=- 20,20 -32 =- 20,32- 33=- 87(F =- 67),33- 38=- 167(F =- 147 40 87 (F = 67 40 = -20 Concentrated Loads (Ib) Vert 26= -260 31=- 393(F) 11) 6th Sprinkler Load. Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11=- 20,20 -32 =- 20,32- 33=- 87(F =- 67),33- 38=- 167(F =- 147),38.40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (lb) Vert 27= -260 31=- 393(F) 12) 7th Sprinkler Load Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1-11=-20, 20-32=-20, 32-33=-87(F=-67), 33-38=-167(F=-147), 38-40=-87(F=-67), 12- 40 = -20 Concentrated Loads (Ib) Vert 28= -260 31=- 393(F) 13) 8th Sprinkler Load. Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (pit) Vert 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38- 40=- 87(F = -67). 12- 40 = -20 Concentrated Loads (Ib) Vert 29= -260 31=- 393(F) CAtiouBdon.pape R PA5 V ERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors This design Is bused only upon parameters shown. and Is for an Individual building component to be installed and boded , vertically Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral ,/ i support of individual web members only Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and he 1 i� V.7.7co. bracing, consult QS1 -88 Quality Standard. DSB•89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation °variable from Truss Plate Institute, t t BUILDING SUPPLY INC 583 D'Onolrlo Drive. Madison. WI 53719 • Job Truss Truss Type Oty Ply Mega Pacific (11065) JW 11065 A6GR ROOF TRUSS 1 2 Job Reference (ootionall The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15'27.09 2004 Page 3 LOAD CASE(S) Standard 14) 9th Sprinkler Load Lumber Increase =1 25, Plate Increase =l 25 Uniform Loads (plf) Vert. 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38- 40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (Ib) Vert 11= -260 31=- 393(F) 15) 10th Sprinkler Load. Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38- 40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (lb) Vert 2 = -260 31=- 393(F) 16) 11th Sprinkler Load Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F =- 147), 38- 40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (Ib) Vert. 4=-260 31=- 393(F) 17) 12th Sprinkler Load. Lumber Increase =1 25, Plate Increase =l 25 Uniform Loads (plf) Vert 1.11 =- 20,20 -32 =- 20,32- 33=- 87(F =- 67),33- 38=- 167(F =- 147),38- 40=- 87(F =- 67),12- 40 = -20 Concentrated Loads (Ib) Vert: 5=-260 31=- 393(F) 18) 13th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38- 40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (Ib) Vert: 7=-260 31=- 393(F) 19) 14th Sprinkler Load Lumber Increase =l 25, Plate Increase =l 25 Uniform Loads (plf) Vert: 1-11=-20, 20-32=-20, 32-33=-87(F=-67), 33-38=-167(F=-147), 38-40=-87(F=-67), 12- 40 = -20 Concentrated Loads (Ib) Vert: 9=-260 31=- 393(F) 20) 15th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -11 =- 20,20 -32 =- 20,32- 33=- 87(F =- 67),33- 38=- 167(F =- 147),38- 40=- 87(F =- 67),12- 40 = -20 Concentrated Loads (Ib) Vert' 10=-260 31=- 393(F) 21) 16th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11=- 20,20 -32 =- 20,32- 33=- 87(F =- 67),33- 38=- 167(F =- 147),38- 40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (lb) • Vert: 30= -260 31=- 393(F) 22) 17th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-11=-20, 20-32=-20, 32-33=-87(F=-67), 33-38=-167(F=-147), 38-40=-87(F=-67), 12-40=-20 Concentrated Loads (Ib) Vert: 31=-393(F) 34=-260 23) 18th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-11=-20, 20-32=-20, 32-33=-87(F=-67), 33-38=-167(F=-147), 38-40=-87(F=-67), 12-40=-20 • Concentrated Loads (Ib) Vert: 31=-393(F) 35=-260 24) 19th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38-40=-87(F=-67), 12 -40 = -20 Concentrated Loads (Ib) Vert 31=- 393(F) 36= -260 25) 20th Sprinkler Load: Lumber Increase =l 25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38- 40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (Ib) Vert: 31=-393(F) 37=-260 26) 21st Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert' 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38- 40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (Ib) Vert. 31=- 393(F) 39 = -260 27) 22nd Sprinkler Load Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38.40=- 87(F = -67), 12- 40 = -20 Concentrated Loads (Ib) Vert 20 = -260 31=- 393(F) 28) 23rd Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 20- 32 = -20, 32- 33=- 87(F = -67), 33- 38=- 167(F= -147), 38- 40=- 87(F = -67), 1240 = -20 Concentrated Loads (Ib) Vert: 19 = -260 31=- 393(F) Cylnti�� 1�e ERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. D esign valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector Additional permanent .t.f!, bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage. delivery. erection and t he 1 it bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, V.7.7 583 D'Onolrlo Drive. Madison, WI 53719 & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply Mega Pacific (1 x065) JW 11065 A6GR ROOF TRUSS 1 2 Joh Reference !notional) The Truss Co.. Sumner WA / Eugene OR 5 200 s Oct 21 2003 MITek Industries. Inc Thu Jan 29 15.27:09 2004 Page 4 LOAD CASE(S) Standard 29) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (pit) Vert 1- 11=- 20,20 -32 =- 20.32- 33=- 87(F =- 67),33- 38=- 167 (F = 147 40=- 87 (F =- 67 40 = -20 Concentrated Loads (Ib) Vert: 18= -260 31=- 393(F) 30) 25th Sprinkler Load: Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11=- 20, 20- 32=- 20, 32- 33=- 87(F=- 67),33- 38=- 1 6 7 (F = 147 40 87 (F =- 67 40 = -20 Concentrated Loads (Ib) Vert 16= -260 31=- 393(F) 31) 26th Sprinkler Load: Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11=- 20,20- 32 = -20, 32- 33=- 87(F =- 67),33- 38=- 167(F =- 147),38- 4 0= - 87 (F = 67 40 = -20 Concentrated Loads (Ib) Vert: 15= -260 31=- 393(F) 32) 27th Sprinkler Load: Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11=- 20,20- 32 = -20, 32- 33=- 87(F =- 67),33.38=- 167(F =- 147),38- 4 87 (F = 67 40 = -20 Concentrated Loads (Ib) Vert: 13= -260 31=- 393(F) 33) 28th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11=- 20,20- 32 = -20, 32- 33=- 87(F =- 67),33- 38=- 167(F =- 147).38- 40 87 (F = 67 40 = -20 Concentrated Loads (Ib) Vert 12= -260 31=- 393(F) • • • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors Thls design is based only upon parameters shown, and Is for on Individual building component to be installed and loaded , vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral I A support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility 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 e R�'f * � QCO. bracing- consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. & BUILDING SUPPLY INC. 583 D'Onofrlo Drive, Madison. WI 53719. • Job Truss Truss Type Oty Ply Mega Pacific (11065) JW I 11065 B1GR ROOF TRUSS 2 2 Joh Reference (optional) 1 The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15.27 12 2004 Page 1 I 8 -0 -11 1 13-2-0 1 21 -2 -12 I 28 -11- 7 I 35-8-10 I 43-8-11 I 50-8-5 I 58-2-12 I 8-0-11 5 -1 -5 8-0-12 7 -8 -11 6-9-2 8.0.1 6-11-10 7-6-7 Scale = 1 p? 3 050 1 2 4x4 = 3x5 II 6x8= 4x13= 6x8 = 8x12 = 4x4 = 26 2 10 29 t1 5 x10 = 2x4 II 7 27 8 g TT4 3x6 = a = 24 5 25 6 O _ 23 3 4 2 TB r, t 22 w 3 ,11 - .. - - is t. - - - 21 30 3132 20 19 18 33 17 16 34 15 14 35 13 36 37 12 5x7 = 6x6 = 6x8 = 5x10 = 555 = 5x5 = 6x8 = 5x5 = 5x7 = 6x8 = 1 10-7-12 I 21 -2 -12 I 30 -3 -2 I 39 -10 -3 I 48-11-13 I 58-2-12 I 10-7-12 10-7-0 9 -0 -6 9-7 -1 9-1-10 9 -2 -15 Plate Offsets (X,Y). [2 0- 1- 8,0 -2 -8], [4 4- 0,0 -2 -8], [5 0- 2- 8,0 -1 -0], [6:0 -2- 12,0 -4 -8], [7 0- 2- 0,0 -2 -8], [9:0- 2 -0,0 -2 -8], [10:0- 4- 0,0 -2 -8], [13:0- 2- 0,0- 2 -12], (15'0- 2- 8,0 -2- 12],.(17.0 -1- 12,0.2 -12) - L16 0 -2- 12,0 -7- 8].[19:0- 4- 0.Fr(ge] [20:0- 3- 0,0 -3 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) t/defl Lid PLATES GRIP TCLL 25 0 Plates Increase 0 90 TC 0.94 Vert(LL) -0.36 15 -17 >999 360 MI120 220/195 TCDL . 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0 67 15-17 >662 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0 13 12 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight 700 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1650F 1.5E 'Except* TOP CHORD Sheathed pt end- vectisels T2 2 X 6 DF No 2, T4 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except BOT CHORD 2 X 6 DF 1650F 1.5E 6 -0-0 oc bracing 18 -20. WEBS 2 X 4 DF Stud /Std 'Except' WEBS 1 Row at midpt 4 -18, 6 -18, 10 -12 ' EV1 2 X 4 DF 1800F 1.6E, EV2 2 X 6 DF No.2, W6 2 X 4 DF 1800F 1.6E See "Web Brace Memo" for required T -Brace condition REACTIONS (lb /size) 21= 1211/0 -5 -8, 12= 3581/0 -5 -8, 18= 8500/0 -5 -8 Design of ail continuous Max Horz 21= 134(load case 4) lateral bracing is by others. Max Upliftl2=- 10(load case 4), 18=- 31(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -21 =- 378/1, 1 -22 =- 928/14, 2 -22 =- 915/19, 2 -23 =- 2151/0. 3 -23 =- 2141/0, 3 -4 =- 2138/0, 4 -24 =- 76/7086, 5-24=-70/7103, '- Y PROF 5 -25 =- 69/7071, 6 -25 =- 63/7089, 6 -26 =- 5550 /0, 7 -26 =- 5542/0, 7 -27 =- 9591/0, 8 -27 =- 9579/0, 8-9=-9572/0, 9 -28 =- 7110/0, 1 / 10- 28=- 7099/0, 10 -29 =- 350/33, 11 -29 =- 332/36, 11- 12= -354/0 �G! ] N F� , �v BOT CHORD 21- 30=- 92/2351, 30 -31 =- 9212351, 31 -32 =- 92/2351, 20 -32 =- 92/2351, 19 -20 =- 420/217, 18 -19= -420/217, 18- 33=- 50/3814, 9 17 -33 =- 50/3814, 16- 17=- 62/8367,16 -34 =- 62/8367,15 -34 =- 62/8367,14 -15 =- 60/8787,14 -35 =- 60/8787,13 -35 =- 60/8787, ' 11822P f 13 -36 =- 49/5710,36 -37 =- 49/5710,12 -37 =- 49/5710 { / WEBS 2 -21 =- 1483/0, 2-20=-256/141, 4-20=-23/3252. 4 -18 =- 6926/43, 5 -18 =- 832/3, 6 -18 =- 11596/30,6 -17 =- 10/3578, 7 -17 =- 3275/8. 7- 15=- 3/1507, 9- 15=- 6/1049, 9- 13=- 2040/8, 10- 13=- 9/2990, 10- 12=- 6052/21 /I t g .• : i , ; . ' ' NOTES (9 -10) e 4 N.. 1) 2 -ply truss to be connected together with 10d Common( 148 "x3 ") Nails as follows n �G� • Top chords connected as follows" 2 X 4 - 2 rows at 0 -9 -0 oc, 2 X 6 - 2 rows at 0 -9 -0 oc. I-Q v Bottom chords connected as follows 2 X 6 - 2 rows at 0 -7 -0 oc Webs connected as follows. 2 X 4 - 1 row at 0 -9 -0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated EXPIRATION OAT 1Z (31(C4 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If 'JAN Jr 9 200'. porches exist, they are exposed to wind The lumber DOL increase Is 1 33, and the plate grip increase is 1.33 c J L U e 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 12 and 31 lb uplift at joint 18 6) Load case(s) 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35 has /have been . .. � hoed RIFY D1G1 aid g E5 C PAIA ho d, f��EN R AD c rr nl ith a oth r I've I d 1 CR O1�, l A te rats O1 T 1S AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with Mllek connectors This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded , I vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral II i support of Individual web members only Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent .t. *� bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery, erection and Sco. bracing. consult QST-88 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, the i i� V.7 583 D'Onotrio Drive. Madison, WI 53719. & BUILDING SUPPLY INC Job Truss Truss Type Oty Ply Mega Pacific (11065) JW 11065 B1GR ROOF TRUSS 2 2 Joh Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 15 27:14 2004 Page 2 NOTES (9 -10) 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 885.01b down and 11.2Ib up at 6 -0 -0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 9) Truss F's intersecting along the bottom chord to be connected with USP JUS24 Follow USP installation recommendations for hanger connection. 10) Truss F64 & F59 intersecting at 6' from the left to be connected with USP HJC26. Follow USP installation recommendations for hanger connection LOAD CASE(S) Standard 1) Regular Lumber Increase =1.15, Plate Increase =0 90 Uniform Loads (plf) Vert 1- 11 = -70, 21- 32 = -20, 32- 37=- 170(F= -150), 12- 37 = -20 Concentrated Loads (Ib) Vert 31=- 885(F) 6) 1st Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) • Vert 1= -260 31=- 393(F) 7) 2nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Vert. 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert: 22= -260 31=- 393(F) 8) 3rd Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pit) Veil 1- 11 = -20, 21- 32 = -20, 32.37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert 23=-260 31=- 393(F) 9) 4th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20. 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert. 24= -260 31=- 393(F) 10) 5th Sprinkler Load: Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F =-67), 12- 37 = -20 Concentrated Loads (Ib) Vert: 25= -260 31=- 393(F) 11) 6th Sprinkler Load: Lumber Increase =l 25, Plate Increase =l 25 Uniform Loads (plf) Vert: 1- 11=- 20,21 -32 =- 20,32- 37=- 87(F =- 67),12- 37 = -20 Concentrated Loads (Ib) Vert 26= -260 31=- 393(F) 12) 7th Sprinkler Load Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11=- 20, 21- 32=- 20,32- 37=- 87(F =- 67),12- 37 = -20 Concentrated Loads (lb) • Vert. 27= -260 31=- 393(F) 13) 8th Sprinkler Load Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1.11 =- 20,21 -32 =- 20,32- 37=- 87(F =- 67),12- 37 = -20 Concentrated Loads (Ib) Vert 28= -260 31=- 393(F) 14) 9th Sprinkler Load• Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (pit) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert 29= -260 31=- 393(F) 15) 10th Sprinkler Load' Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Veil 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert 11 = -260 31=- 393(F) 16) 11th Sprinkler Load: Lumber Increase =l 25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert. 2=-260 31=- 393(F) 17) 12th Sprinkler Load. Lumber Increase =1 25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) • Vert• 4= -260 31=- 393(F) 18) 13th Sprinkler Load Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (pit) Vert. 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert 5= -260 31=- 393(F) • CRntirtit��e vERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. • Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded 'It vertically. Applicability of design parameters 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 responsibility of the erector Additional permanent ....., brocing of tho ovoroll structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control storage, delivery. erection and the .f i R * Y.7.7CO. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available tram Truss Plate Iruhtute, &BUILDING SUPPLY INC 583 D'Onofrlo Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply Mega Pacific (11065) JW 11065 B1GR ROOF TRUSS 2 2 Joh Reference (ootianall The Truss Co . Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15:27:14 2C•:4 Page 3 LOAD CASE(S) Standard 19) 14th Sprinkler Load Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (pit) Vert: 1- 11=- 20,21 -32 =- 20,32- 37=- 87(F =- 67),12.3 = -20 Concentrated Loads (Ib) - Vert: 6= -260 31=- 393(F) 20) 15th Sprinkler Load' Lumber Increase =l 25. Plate Increase =1 25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert: 7=-260 31=- 393(F) 21) 16th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert 9 = -260 31=- 393(F) 22) 17th Spnnkler Load Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert 10= -260 31=- 393(F) 23) 18th Sprinkler Load Lumber Increase =1.25, Plate Increase =l 25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert 30= -260 31=- 393(F) 24) 19th Sprinkler Load Lumber Increase =1.25, Plate Increase =1 25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 32 = -20, 32.37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert. 19=-260 31=- 393(F) 25) 20th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert: 31=- 393(F) 33 = -260 26) 21st Sprinkler Load' Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -11 =- 20,21 -32 =- 20,32- 37=- 87(F =- 67),12- 37 = -20 Concentrated Loads (Ib) Vert. 31=- 393(F) 34= -260 27) 22nd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert. 1- 11=- 20,21-32 =- 20,32- 37=- 87(F =- 67),12- 37 = -20 Concentrated Loads (lb) Vert: 31=- 393(F) 35= -260 28) 23rd Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert' 31= -393(F) 36 = -260 29) 24th Sprinkler Load: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1 -11 =- 20,21 -32 =- 20,32- 37=- 87(F =- 67),12- 37 = -20 Concentrated Loads (Ib) Vert 21 = -260 31=- 393(F) 30) 25th Sprinkler Load: Lumber Increase =l 25, Plate Increase =l 25 Uniform Loads (plf) Vert. 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert: 20=-260 31=- 393(F) 31) 26th Sprinkler Load: Lumber Increase =l 25, Plate Increase =1 25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert: 18=-260 31=- 393(F) 32) 27th Sprinkler Load: Lumber Increase =l 25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert -260 31=- 393(F) 33) 28th Sprinkler Load. Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (Ib) Vert: 15=-260 31=- 393(F) C�t�Y Q, k�alf9�e VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent .. - .. bracing of the overall structure Is the responsibility of the building designer For general guidance regardng fabrication, Quality control, storage, delivery, erection and the a i� V.7.7co. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. & BUILDING SUPPLY INC 583 D'Onofrlo Drive, Madison, WI 53719. • Job Truss Truss Type Qty Ply Mega Pacific (11065! JW 11065 B1GR ROOF TRUSS 2 2 Job Reference tootro - all The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Indust es. Inc. Thu Jan 29 15 27 14 2004 Page 4 LOAD CASE(S) Standard 34) 29th Sprinkler Load Lumber Increase =1 25, Plate Increase =1.25 Uniform Loads (pi() Vert: 1- 11=- 20, 21- 32=- 20,32- 37=- 87(F =- 67),12- 37 = -20 Concentrated Loads (lb) Vert: 13= -260 31=- 393(F) 35) 30th Sprinkler Load Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 11 = -20, 21- 32 = -20, 32- 37=- 87(F = -67), 12- 37 = -20 Concentrated Loads (lb) Vert 12=-260 31=- 393(F) • • • • • • • A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Instoled and loaded , vertically. Applicability of design parameters 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 responsibility of the erector Addrtional permanent �f f,,: brocing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control storage. delivest erection and the i i�UcO. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply 110651 F01 ROOF TRUSS 2 1 Job Reference (octionall The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15'33:48 2004 Page 1 I R -4.5 I 0 35M - 2x4 II Scale 318 =1' 4x4 = 2 1 5 T1 • ■ n \ ✓ ' • B1 11P-MLA r, 6 3 ,i 2x4 II 4x4 = 1 8-4.5 ( R -0.5 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0 27 3-4 >363 360 MI120 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0 75 Vert(TL) - 0.37 3-4 >263 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 60 lb LUMBER - BRACING TOP CHORD 2 X 6 DF 1800F 1.6E TOP CHORD Sheathed . BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 8 -10 -7 oc bracing. WEBS 2 X 4 DF Stud /Std WEBS 1 Row at midpt 1 -3 REACTIONS (lb /size) 4= 292/0 -7 -12; 3= 584 /Mechanical See "Web Brace Memo" for Max Horz4=- 267(load case 3) required T -Brace condition Max Uplift4=- 101(load case 3) Design of all corlti uous Max Grav4= 294(load case 6), 3= 586(load case 8) ? lateral'bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 19/258, 1 -5 =- 0/110, 2 -5 =- 6/110, 2 -3 =- 13/258 BOT CHORD 4- 6=- 0/231, 3 -6= -0/231 WEBS 1 -3 =- 156/20 • ( 4Ii 4 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds•at 25 ft above ground level, using 10 0 psf top chord dead load i and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of 1622P dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If f ,� porches exist, they are exposed to wind The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97 ft"4, '' - � , 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4 5) This truss has been designed for a moving concentrated load of 250 Olb live and 10 Olb dead located at all mid panels and at all panel points • `A ttie along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. f QV`r 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard EXPIRATION DATE: 12 , f 31 04 1) Regular Lumber Increase =1 15, Plate Increase =1.15 Trapezoidal Loads (plf) Vert 4=0(F=10, B=10)-to-3=-217(F=-99, B = -99 f ( ) 'JAN 2 9 2004 • . ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. A . Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Instated and loaded vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for toter! support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Addhlcnal permanent *�� co. bracing of the overoll structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage. delivery, erection and heTR V r.7.7 bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Trus Plate Institute. t t BUILDING SUPPLY INC 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 110651 F02 MONO TRUSS 2 1 Inh Reference (ontionall The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15'33:50 2004 Page 1 I 1-10-15 1 1-10-15 5 Scale = 1 37 0 0 50 12 3x4 = 2x4 = 7 2 ■l7 :V !I :2 amilmii • ►� 4 6 3 13541_10 -15 zx4 II 1-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdeft Lid PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.00 3-4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.01 3-4 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0.21 Horz(TL) 0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight 27 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed s. Except: BOT CHORD 2 X 4 DF No.2 1 Row at midpt 1 -5 WEBS 2 X 4 DF Stud /Std 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. EV1 2 X 4 HFSPF Stud /STD WEBS 1 Row at midpt 4 -5 REACTIONS (lb /size) 4= 84/0 -5-8, 3= 84/0 -1 -8 See "Web Brace Memo" fo Max Horz4= 195(load case 4) required T -Brace condition Max Uplift4=- 388(load case 3), 3=- 400(load case 4) Design of all continuous Max Grav4= 402(Ioad case 4), 3= 389(load case 3) g lateral bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -7 =- 86/117, 2 -7 =- 85/118, 2 -3 =- 388/401, 1-4 =- 276/5, 1 -5 =0/0 BOT CHORD 4 -6 =- 38/52, 3 -6= -38/52 1 1 U n� WEBS 2 -4 =- 424/411 • NOTES i r� N • • /O 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load ` .• and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ft - "� ' . 1 1gp2f � i dimensions 116 by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If i � porches exist, they are exposed to wind. The lumber DOL increase Is 1 33, and the plate grip increase Is 1.33 I I / V . 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC97 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. / j n 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 lb uplift at joint 4 and 400 lb uplift at joint 3. I 5) This truss has been designed for a moving concentrated load of 250 Olb live and 10.Olb dead located at all mid panels and at all panel points � (1\ along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 4. - PO \N V LOAD CASE(S) Standard . EXPIRATION DATE: 12 / 31 / N 'JAN 2 9 2004 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsibility 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 theTRY.7.7co. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling installing and Bracing Recommendation available horn Truss Plate Institute. 583 D'Onafrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply 110651 F03 MONO TRUSS 2 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries. Inc Thu Jan 29 15:33:52 2004 Page 1 3-10-15 3-10-15 5 Scale =1 37 0 0 501 354 = 2s4 = 7 2 We ■ ■ 4 6 3 la,ca 3-10-15 [xi II 3 -10 -15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdell Ltd PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.05 3-4 >873 360 MII20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.06 3-4 >715 240 BOLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 34 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed •. Except: BOT CHORD 2 X 4 DF No.2 1 Row at midpt 1 -5 WEBS 2 X 4 DF Stud /Std 'Except' BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. EV1 2 X 4 HFSPF Stud/STD WEBS 1 Row at midpt 4-5 See "Web Brace Menlo' for REACTIONS (lb /size) 3= 188/0 -1 -8, 4= 188/0 -5-8 required T -Brace condition Max Horz4= 198(load case 4) Max Uplift3=- 181(load case 4), 4=- 171(load case 3) Design of all continuous Max Grav3= 332(load case 8), 4= 332(load case 6) lateral bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -7 =- 86/118, 2 -7 =- 85/119, 2 -3 =- 296/184, 1 -4 =- 296/5, 1 -5 =0 /0 BOT CHORD 4 -6 =- 39/52, 3 -6=- 39/52 WEBS 2-4 =- 228/215 0/-F A9! ! r NOTES N 4 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load - . • and 10.0 psf bottom chord dead load, 100 ml from humcane oceanline, on an occupancy category I, condition I enclosed building, of 11822P dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If i • porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1 33 � ! I I 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 1 4 tk y 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 3 and 171 lb uplift at joint 4 5) This truss has been designed for a moving concentrated load of 250.0Ib live and 10.0lb dead located at all mid panels and at all panel points • � `, �, along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. - yV LOAD CASE(S) Standard EXPIRATION DATE: 12 / 31 / 04 'JAN 2 9 2004 • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for an IndMdual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablrty during construction Is the responsibility of the erector Additional permanent �.tf *� bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and S co. bracing. Consult OST-88 Quality Standard. DSB -89 Bracing Specification. and HIB -91 Hurdling Installing and Bracing Recommendation available from Truss Plate Institute. the i i�Yr.7 583 D'Onofrlo Drive. Madison. WI 53719 & BUILDING SUPPLY INC Job Truss Truss Type Qty Ply 110651 . F04 ROOF TRUSS 2 1 lob Reference (optional) I The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15.33:54 2004 Page 1 1 1-10-15 I 1-10-15 5 Scale = 1 37 0 2x4 II 3x4 = 6 2 Ii Ii • N N N 4 7 3 thx4 11-10-15_3v, L 1 -10 -15 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (lac) Udell Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.00 3 -4 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0 21 Horz(TL) -0 00 3 n/a n/a BCDL 10 0 Code UBC97 /ANSI95 (Matrix) Weight. 28 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed . Except: . BOT CHORD 2 X 4 DF No.2 1 Row at midpt 1 -5 WEBS 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 1 Row at midpt 4 -5 See "Web Brace Memo" for REACTIONS (lb /size) 4= 84/0 -5-8, 3= 84/Mechanical Max Horz4= 193(load case 4) required T -Brace condition • Max Uplift4=- 392(load case 3), 3=- 396(load case 4) Design of all continuous Max Grav4= 398(load case 4), 3= 394(load case 3) lateral bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 397/393, 1- 5 =0 /0, 1 -6 =- 38/52, 2 -6 =- 38/52, 2- 3= -276/0 Al BOT CHORD 4- 7=- 164/163, 3- 7=- 164/163 • WEBS 1- 3=- 412/417 � 1 ��f f f` ��c�' 1► I) / r NOTES 1 )1 /et, f 1) Unbalanced roof live loads have been considered for this design II / t f ft 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 above ground level, using 10.0 psf top chord dead load ►J and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ft dimensions 116 ft by 120 with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If 4i i. porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate gnp increase is 1 33 I 3) Provide adequate drainage to prevent water ponding. l ' %. 'ON 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97 5) Refer to girder(s) for truss to truss connections ja � � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 4 and 396 lb uplift at Joint 3 I,O\ V SI, 7) This truss has been designed for a moving concentrated load of 250 Olb live and 10 Olb dead located at all mid panels and at all panel points v along the Top Chord and Bottom Chord, nonconcurrent with any other live loads LOAD CASE(S) Standard 1 DATE: 12 / 31 / 04 ._.,._--•--.—'^'-- - ----- `JAN 2 9 2004 . A WARNING – VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. The design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded i I. vertically. Applicability of design parameters 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 responsibility 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 QST -88 Quality Standard, DSB -89 Bracing Specification, and 1-1IB -91 Handling Installing and Bracing Recommendation available from Truss Rote institute, the co. 583 D'Onofrlo Drive, Madison, WI 53719. li Ar,Ir7�7 & BUILDING SUPPLY INC Job Truss Truss Type Qty Ply 110651 F05 ROOF TRUSS 2 1 Job Reference footronall The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 15 33 56 2004 Page 1 I 3-10-15 I 3-10-15 5 Scale = 1 37 0 2x4 II 354 = 6 2 ■ N OM 5, N ■ V 4 7 3 1x4 It 3-10 -15 3x4 3-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Udell Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 054 Vert(LL) -0.05 3-4 >873 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) . -0.06 3-4 >715 240 BCLL 0 0 Rep Stress Inc! YES WB 0.15 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight. 35 lb LUMBER BRACING • TOP CHORD 2 X 4 DF No 2 TOP CHORD Sheathed . Except BOT CHORD 2 X 4 DF No.2 1 Row at midpt 1 -5 WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 1 Row at mid t n See "Web b race Memo" for REACTIONS (lb /size) 4= 188/0 -5 -8, 3= 188 /Mechanical required T -Brace condition Max Horz4= 195(load case 4) Design of all continuous Max Uplrft4=- 176(load case 3), 3=- 177(load case 4) Max Grav4= 332(load case 8), 3= 332(load case 10) lateral bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 296/178, 1- 5 =0/0, 1 -6 =- 39/53, 2 -6 =- 39/53, 2 -3= -296/0 BOT CHORD 4- 7=- 163/163, 3 -7 =- 163/163 WEBS 1- 3=- 216/219 NOTES .4 t 1 ff A 4 1) Unbalanced roof live loads have been considered for this design � 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of `1�� 2PE t dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If I porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 /� ift ( 3) Provide adequate drainage to prevent water ponding. 11 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97. Ill ,t , v .0 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 4 and 177 lb uplift at joint 3. 7) This truss has been designed for a moving concentrated load of 250.01b live and 10.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads ` � `� � P y LOAD CASE(S) Standard 'EXPIRATION DATE: 12 f 31 / 9 > `JAN 2 9 2004. Q WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded I vertically. Applicability of design parameters 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 responsibility 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 OST -88 Quality Standard. DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, theTR IJSS SSco, 583 D'Onolrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply 110651 F06 ROOF TRUSS 2 1 • - -1 - • tionall The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MWTek Industries, Inc. Thu Jan 29 15:33:58 2004 Page 1 I 6-0-0 I 6-0-0 5 Scale = 1.40 8 2x4 II 3x4 = 6 2 I: :V� . 11 • N N ■ t .r♦ 4 7 3 2x4 II 4x4 = I 6 -0.0 I 6-0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) Vdefl L/d PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.91 Vert(LL) - 0.05 3-4 >999 360 MII20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) - 0.07 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight. 47 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. Except: BOT CHORD 2 X 6 DF No 2 1 Row at midpt 1 -5 WEBS 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS 1 Row at midpt 4 -5 REACTIONS (lb /size) 4= 297/0 -5-8, 3= 297 /Mechanical See "Web Brace Memo" for Max Horz4= 193(load case 4) required T -Brace condition Max Uplift4=- 108(load case 3), 3=- 109(load case 4) Design of all continuous Max Grav4= 374(load case 8), 3= 374(load case 10) lateral bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension . TOP CHORD 1-4 =- 317/111, 1- 5 =0/0, 1 -6 =- 39/53, 2 -6 =- 39/53, 2 -3= -317/0 BOT CHORD 4- 7=- 162/161, 3 -7 =- 162/161 WEBS 1 -3 =- 165/166 1 , j f f/ f NOTES • , • : l! , • 1 ) Unbalanced roof live loads have been considered for this design. . ` `. � ! N E it � � 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load 1 ()22P f and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If / i Id, porches exist, they are exposed to wind The lumber DOL increase Is 1.33, and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. f' 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97 5) Refer to girder(s) for truss to truss connections i . , „/ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 4 and 109 lb uplift at joint 3 • ` pQ�J� 7) This truss has been designed for a moving concentrated load of 250.01b live and 10 Olb dead located at all mid panels and at all panel points V along the Top Chord and Bottom Chord, nonconcurrent with any other live loads --” LOAD CASE(S) Standard !EXPIRATION DATE: 12 31 / 04 'JAN 2 9 2004. A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded vertically. Applicability of design parameters 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 constructionis the responsibility of the erector Additional permanent ■�.� *� bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricotion, quality control, storage. delivery. erection and the i iG V r SCOO. bracing. consult OST -58 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate institute, 583 D'Onofrlo Drive, Madison, WI 53719 & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply 110651 F07 ROOF TRUSS 2 1 Joh Reference footionall The Truss Co., Sumner WA / Eugene OR 5 200 5 Oct 21 2003 MiTek Industnes, Inc. Thu Jan 29 15'33:59 2004 Page 1 I Rip f)a %hord to 0 4 0. I 6 -0 -0 5 Scale = 1 40 8 2x4 11 4x4 = 6 2 I C IV • • 1;1 , sr , 9 In i 1 ea ►1 4 7 3 2x4 I I 4x4 = I 6-0-0 I 6 -0.0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/defi Lid PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.05 3-4 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.07 3 -4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 51 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . Except BOT CHORD 2 X 6 DF No.2 1 Row at midpt 1 -5 WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 1 Row at midpt 4 -5 REACTIONS (lb /size) 4= 297/0 -5 -8, 3= 297 /Mechanical See Web Brace Memo" for n Max Horz4= 195(load case 4) required T -Brace condition Max Uplift4=- 109(load case 3), 3=- 110(load case 4) Max Grav4= 374(load case 8), 3= 374(load case 10) Design of all continuous lateral bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 317/113, 1- 5 =0/0, 1 -6 =- 39/53, 2 -6 =- 39/53, 2 -3= -31710 BOT CHORD 4 -7 =- 161/161, 3 -7 =- 161/161 WEBS 1 -3 =- 165/166 F NOTES yyi�++ ! � ' „ � E, 1) Unbalanced roof live loads have been considered for this design 1 • 7 '. 1 N 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load . r and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of 1822P - dimensions 116 ft by 120 ft with exposure B ASCE 7-93 per UBC97 /ANSI95 if end verticals or cantilevers exist, they are exposed to wind. II r porches exist, they are exposed to wind. The lumber DOL increase is 1 33, and the plate grip increase is 1.33 P , I I 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 per Table No 16 -B, UBC-97 q , J 5) Refer to girder(s) for truss to truss connections. N,1 ti 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 4 and 110 lb uplift at joint 3. f1� 7) This truss has been designed for a moving concentrated load of 250.01b live and 10.0lb dead located at all mid panels and at all panel points PU S along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard " """" EXPIRATION oxte: 2111 f 04 rrJAN 2 9 2004 ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on IndMdual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility 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 the V �7.7co, bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HID -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply 110651 F08 ROOF TRUSS 2 1 —,lob Ref�rQncaii ntionall The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15 34.01 2004 Page 1 I 6 -0.0 I 6-0 -0 5 S .are =1 2x4 II 4x4 = 6 2 1: 11111M111111M111 . r.4 V h N 2 4 7 3 2x4 II 4x4 = I 6-0-0 I 6-0-0 • LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0 43 Vert(LL) -0 05 3-4 >999 ' 360 MII20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.07 3 -4 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0 17 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 51 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . Except: BOT CHORD 2 X 6 DF No.2 1 Row at mldpt 1 -5 WEBS 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 1 Row at mldpt 4 -5 See "Web Brace Memo" for REACTIONS (lb /size) 4= 297/0 -5-8, 3= 297 /Mechanical required T -Brace condition Max Horz4= 195(load case 4) Design Max Uplift4=- 109(load case 3), 3=- 110(load case 4) g of all continuous Max Grav4= 374(load case 8), 3= 374(load case 10) lateral bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 317/113, 1- 5 =0 /0, 1 -6 =- 39/53, 2 -6 =- 39/53, 2- 3= -317/0 BOT CHORD 4- 7=- 161/161, 3- 7=- 161/161 WEBS 1 -3 =- 165/166 ,` -- ,! PROF rA' NOTES I / 1) Unbalanced roof live loads have been considered for this design. s; G ( lie ie 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load = / t and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I. condition I enclosed building, of . ! . r dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If t, // 1182 2P'•, ,' porches exist, they are exposed to wind The lumber DOL increase is 1.33, and the plate grip increase is 1.33 / ( 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 per Table No 16 -B, UBC-97 r 4 , • E : Q / 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 4 and 110 lb uplift at joint 3 d – 7) This truss has been designed for a moving concentrated load of 250.01b live and 10 Olb dead located at all mid panels and at all panel points ..,./ along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. \ ' t`QVtl LOAD CASE(S) Standard EXP{I3ATION DATE: 12 / 31 / 04] 'JAN 2 9 2004 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent �f1*�� co. bracing of the overall structure Is the responsibility of the building designer. For general guidonce regarding fabrication. quality control storage. delivery, erection and V■7.7 bracing, consult DST -B8 Duality Standard, DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, the i i� 583 D'Onofrio Drive. Madison. WI 53719 & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply 110651 F09 ROOF TRUSS 2 1 Job Reference (ontionall The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15.34 03 2004 Page 1 1 Rip - hard 9- 6-8 - I 6-0-0 5 Scale = 1 40 8 3x6 II 5x5 = 6 2 :v : 1'1 a 0 ur • 4 7 3 2x4 II 4x4 = 1 6 -0-0 1 6-0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (lac) Vdefl Lid PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.05 3 -4 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC - 0 43 Vert(TL) -0.07 3 -4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0 17 Horz(TL) 0.00 3 n/a rt/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 55 lb LUMBER BRACING TOP CHORD 2 X 8 DF No.2 TOP CHORD Sheathed . Except. BOT CHORD 2 X 6 DF No.2 1 Row at midpt 1 -5 WEBS 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing WEBS 1 Row at midpt 4-5 r See "Web Brace Memo" for REACTIONS (lb /size) 4= 297/0 -5-8, 3= 297 /Mechanical required T -Brace condition Max Horz4= 196(load case 4) Max Uplift4=- 110(load case 3), 3=- 111(load case 4) Design of all continuous Max Grav4= 374(load case 8), 3= 374(load case 10) lateral bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 317/114, 1- 5 =0 /0, 1 -6 =- 40/54, 2 -6 =- 40/54, 2 -3= -317/0 BOT CHORD 4- 7=- 161/161, 3- 7=- 161/161 WEBS 1 -3 =- 165/167 1: t el NOTES t : O( ' 1 1) Unbalanced roof live loads have been considered for this design Y_Or y 4`�� 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load ' ,l \ ( 'o- • and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of f) � . ^PE f dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If I • ` - ) porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1 33 �' '� • 3) Provide adequate drainage to prevent water ponding. ' "4 f f� 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC-97. /v • ; t it 5) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 4 and 111 lb uplift at joint 3. r `��. �Ne 7) This truss has been designed for a moving concentrated load of 250 Olb live and 10.OIb dead located at all mid panels and at all panel points ' < - t='Q , along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. `JV`� LOAD CASE(S) Standard 1EXP(RATiON DAYS: 1z,./.34 :7 4 ,JAN 2 9 2Q04 A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors This design b based only upon parameters shown, and Is for an individual building component to be Installed and loaded , 1 vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral ,,f support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permonent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and the a i� V �7.7 bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB-91 Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive• Madison, WI 53719. & BUILDING SUPPLY INC. • Job Truss Truss Type Qty Ply 110651 F10 ROOF TRUSS 2 1 lob Reference (notional) The Truss Co.. Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc Thu Jan 29 15 34:05 2004 Page 1 I flip #f$$hord to 0 7 -8 I 6-0-0 5 Scale = 1 40 8 3x6 II 5x7 = I 6 2 Ti • .- l I RR A • 4 7 3 2x4 II 4x4 = 1 6-0-0 1 6-0-0 Plate Offsets (X.YI. (.1 :0- 3- 8.0 -3 -0) LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (lac) Vdefl lid PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0 41 Vert(LL) -0.05 3-4 >999 360 MII20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.07 3-4 >999 240 BCLL .. 0.0 Rep Stress !nor NO WB 0.17 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight 60 lb LUMBER BRACING TOP CHORD 2 X 10 DF No 2 TOP CHORD Sheathed Except BOT CHORD 2 X 6 DF No.2 1 Row at mldpt 1 -5 WEBS 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS 1 Row at midpt 4-5 REACTIONS (lb /size) 4= 411/0 -5-8, 3= 411 /Mechanical See "Web Brace Memo" for Max Horz 4= 197(load case 4) required T -Brace condition FORCES (lb) - Maximum Compression/Maximum Tension Design of all continuous TOP CHORD 1-4 =- 317/115, 1- 5 =0/0, 1 -6 =- 41/55, 2- 6=- 41/55, 2- 3= -317/0 lateral bracing is by others. BOT CHORD 4- 7=- 161/162, 3 -7 =- 161/162 WEBS 1 -3 =- 166/167 NOTES 1) Unbalanced roof live loads have been considered for this design. • j , ' II Of f r 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load f and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of / i > t N E , ! ( . dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If . J i porches exist, they are exposed to wind The lumber DOL increase is 1.33, and the plate gnp increase is 1.33 I. . 11822PE I 3) Provide adequate drainage to prevent water ponding. 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6, 7 has/have been modified Building designer must review loads to verify that they are correct for the Intended use ./ r I i . 1 of this truss. ; � ' r i • 6) This truss has been designed for a moving concentrated load of 250.01b live and 10.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. • /. l� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). P G LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) I EXPIRA110N DATE: 1, 2 ( 31 104 Vert: 1- 2 = -84, 3- 4=- 60(F = -40) 2) UBC Lumber Increase =1 25, Plate Increase =1 25 ! JAN 2 9 2004' Uniform Loads (plf) Vert: 1- 2 = -20, 3 -4=- 80(F = -40) -- 3) MWFRS Wind Left. Lumber Increase =l 33, Plate Increase =1.33 r • I�onftaVE((Arkp VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. A • Design valid for use only with MITek connectors. This design Is bored only upon parameters shown, and Is for an Individual building component to be IrMaW and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent T�.�. bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, dellvery. erection and the T12 r7r7co. bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate institute, & BUILDING SUPPLY INC. 583 D'Onofrlo Drive, Madison, WI 53719 Job Truss Truss Type Oty Ply 110651 F10 ROOF TRUSS 2 1 Job Reference rnotinnal) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 15:34:06 2004 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1 -2 =0, 3- 4=- 41(F =-40) Horz: 1 -4 =15, 1 -5 =15, 2 -3 =15 4) MWFRS Wind Right: Lumber Increase =1 33, Plate Increase =l 33 Uniform Loads (plf) Vert 1 -2 =0, 3- 4=- 41(F = -40) Horz: 1- 4 = -15, 1- 5 = -15, 2 -3 = -15 5) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =0, 3- 4=- 41(F = -40) Horr 1- 4 = -20, 1-5=-20, 2 -3 =20 6) 1st unbalanced Regular: Lumber Increase =1 15, Plate Increase =1.15 Uniform Loads (plf) Vert. 1- 2 = -84, 3- 4=- 60(F =-40) 7) 2nd unbalanced Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -84, 3- 4=- 60(F = -40) • • ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual balding component to be Installed and loaded vertically. Applicability of design parameters 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 responsbllity of the erector. Additional permanent * ,/; bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication qualrty control. storage. delivery. erection and theTR V r.7�7co. bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. & BUILDING SUPPLY INC. • • Job Truss Truss Type Qty Ply 110651 F11 , ROOF TRUSS 2 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15.34.07 2004 Page 1 6-0-0 5 Scale = t 40 8 34 11 5x7 = I 6 2 T i • 0 i ■ ■ r. ER 4 7 3 2x4 II 4x4 = I 6 -0 -0 I 6-0 -0 Plate Offsets (X.Y): [1'0- 3- 8.0 -3 -0) LOADING (psf) SPACING 2-0-0 CSI DEFL In (lac) Weft Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.05 3 -4 >999 - 360 MI120 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.49 Vert(TL) -0.07 3-4 >999 240 BCLL . 0.0 Rep Stress Incl NO WB 0.17 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight 60 lb LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed twpfnlikiessprefftfripmelAgeF4ieets. Except: BOT CHORD 2 X 6 DF No.2 1 Row at midpt 1 -5 WEBS 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing WEBS 1 Row at midpt 4 -5 • REACTIONS (lb /size) 4= 411/0 -5-8, 3= 411 /Mechanical See ° Web Brace Memo° fQf Max Horz4= 197(load case 4) requir T -Brace condition FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 4=- 317/115, 1- 5 =0/0, 1 -6 =- 41/55, 2- 6=- 41/55, 2- 3= -317/0 pt Of aIi Continuous lateral bracing is by others, BOT CHORD 4 -7 =- 161/162, 3 -7 =- 161/162 WEBS 1 -3 =- 166/167 NOTES ..r 1) Unbalanced roof live loads have been considered for this design. 1 j�i � 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load / and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of r r F A I dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 8 22PE I I '9 porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 I 3) Provide adequate drainage to prevent water pending 4) Refer to girder(s) for truss to truss connections. 5) Load case(s) 1, 2, 3, 4, 5, 6, 7 has /have been modified. Building designer must review loads to verify that they are correct for the intended use Olt ' 1 II of this truss / .� 1) 6) This truss has been designed for a moving concentrated load of 250.OIb live and 10.01b dead located at all mid panels and at all panel points , \,/ along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. • P0\14 0 ni 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 EXPIRA1ION DATE: 12 / 31 / )4 Uniform Loads (plf) Vert: 1- 2 = -84, 3- 4=- 60(F = -40) 2) UBC' Lumber Increase =1 25, Plate Increase =1.25 ',AN [` 2 9 20 Uniform Loads,(plf) J 046 1 (d l l Vert: 1- 2 = -20, 3- 4=- 80(F = -40) 3) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 . C z t WA KNIINI i e VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsibility 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 the T12 ■7■7eo. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate institute. 583 D'Onotrlo Drive. Madison, WI 53719. - & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply 110651 F11 ROOF TRUSS 2 1 Job Reference (ootional) The Truss Co , Sumner WA / Eugene OR 5 200 S Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 15:34:08 2004 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1 -2 =0, 3- 4=- 41(F =-40) Harz: 1 -4 =15, 1 -5 =15, 2-3=15 4) MWFRS Wind Right: Lumber Increase =1 33, Plate Increase =1 33 Uniform Loads (plf) Vert 1 -2 =0, 3- 4=- 41(F = -40) • Harz: 1- 4 = -15. 1- 5 = -15, 2 -3 = -15 5) MWFRS 1st Wind Parallel Lumber Increase =1 33, Plate Increase =1.33 Uniform Loads (pit) Vet 1 -2 =0, 3- 4=- 41(F = -40) Harz: 1- 4 = -20, 1- 5 = -20, 2 -3 =20 6) 1st unbalanced Regular Lumber Increase =1 15, Plate Increase =1.15 Uniform Loads (plf) Vert 1- 2 = -84, 3- 4=- 60(F =-40) 7) 2nd unbalanced Regular. Lumber Increase =l 15, Plate Increase =1 15 Uniform Loads (plf) Vert 1- 2 = -84, 3- 4=- 60(F =-40) • r ' A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with Mffek connectors. This design Is based only upon parameters shown, and Is for an Indvdual building component to be Installed and loaded /' vertically Applicability of design parameters and proper Incorporation of component is responsibility of building oesigner - not truss designer. Bracing shown Is for lateral support of Individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent ,, bracing of the overall structure Is the responsibility of tire building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and t, �f bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling installing and Bracing Recommendation available from Truss Plate Institute, - tales i�'Vr7.7l:0. 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC Job Truss - Truss Type Oty Ply 110651 F32 ROOF TRUSS 2 1 I Job Reference (ootion&i The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MITek Industries Inc. Thu Jan 29 15:34 10 2004 Page 1 I 6-0-0 I 6-0 -0 4x4 = 2x4 II Scale = 1 44 9 2x4 II 2x4 II i 72 2 5 ■ • E iIII ■ :V :V' tl 1�1 d, n �� 4- 2 x4 II 13 2x4 II 3 ' 2x4 II 4x4 = I 6 -0-0 I 6-0-0 Plate Offsets (X.YI: (1 :0- 1- 8.0 -2 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.05 3 -4 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.49 Vert(TL) -0.07 3-4 >999 240 BCLL 0.0 Rep Stress Inc, NO WB 0.30 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 . Code UBC97 /ANSI95 (Matrix) Weight: 74 lb • LUMBER BRACING TOP CHORD 2 X 6 DF No.2 - TOP CHORD Sheathed . Except. BOT CHORD 2 X 6 DF No.2 1 Row at midpt 1 -5 WEBS 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Stud /Std WEBS 1 Row at midpt 4-5, 2 -3, 1 -3 See "Web Brace Memo° for REACTIONS (lb /size) 4= 297/0 -5 -8, 3= 297 /Mechanical f@tiulred T -Brace condition Max Horz4= 224(load case 4) b� ®I�irl of all continuous Max Upliff4=- 508(load case 10), 3=- 508(Ioad case 13) 9 Max Grav4= 662(load case 7), 3= 662(load case 6) Iet@re.l bracing is by others. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 605/512, 1- 5 =0 /0, 1 -12 =- 311/313, 2 -12 =- 197/199, 2 -3 =- 317/0 I fl BOT CHORD 4 -13 =- 311/313, 3- 13=- 426/427 bi t / . / ;- WEBS 1 -3 =- 649/649 ; ;r , N � 94 NOTES 01 �� 11822E 9 0 J 1) Unbalanced roof live loads have been considered for this design. f 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) Provide adequate drainage to prevent water ponding. I It • r " O / 4) Gable studs spaced at 2 -0 -0 oc. ' 5) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97. .,,,`. �L 6) Refer to girder(s) for truss to truss connections. h \(q 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 4 and 508 lb uplift at joint 3 " Il – i� V 8) This truss has been designed for a moving concentrated load of 250 Olb live and 10.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 9) This truss has been designed for a total drag load of 300 lb. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 6 -0 -0 for 50 0 `EXPIRATION DATE: 12 / 31 t 04 I plf. LOAD CASE(S) Standard ' JAN 2 9 2004 A WARNING - VERIFY DESIGN PARAMETERS AND READ AU. NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. I Design valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded I •' vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown s for lateral „, support of individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility 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. election and the a i«I.7.7 bracing. consult QST -88 Quality Standard, DSB-89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Instilute, & BUILDING SUPPLY INC 583 D'Onofrio Drive. Madison, WI 53719. Job Truss Truss Type Qty Ply 110651 F45 ROOF TRUSS 2 1 Job Reference lootionall The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries. Inc. Thu Jan 29 15 34 11 2004 Page 1 I 6.0.0 I 6-0-0 5 Rip top chord to 0-4 -8. Scale = 125 2 2x4 II 4x4 = 6 2 II T1 A • 1�1 7 3 � 2x4 II 3x4 = 6 -0 -0 6 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) Udefl L/d PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.16 3-4 >439 360 MII20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.21 3 -4 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight. 38 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 X 4 DF Stud /Std REACTIONS (lb /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz4= 118(toad case 4) Max Uplift4=- 38(load case 3), 3=- 38(load case 4) Max Grav4= 374(load case 8), 3= 374(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 317/42, 1- 5 =0/0, 1 -6 =- 23/31, 2- 6=- 23/31, 2- 3= -317/0 BOT CHORD 4- 7=- 100/99, 3 -7 =- 100/99 WEBS 1- 3= -86/87 n NOTES l � Aril {/ f r 1) Unbalanced roof live loads have been considered for this design •� i ;, r hp 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of 11622 dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If I I porches exist, they are exposed to wind The lumber DOL Increase Is 1.33, and the plate gnp increase Is 1 33 3) Provide adequate drainage to prevent water ponding JI 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC-97. 1 , =� • 5) Refer to girder(s) for truss to truss connections +� r ,'T 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 4 and 38 lb uplift at joint 3 � � 7) This truss has been designed for a moving concentrated load of 250 Olb live and 10.Olb dead located at all mid panels and at all panel points n 'v'V1 along the Top Chord and Bottom Chord, nonconcurrent with any other live loads o ` LOAD CASE(S) Standard i EXPIRATION DATE: 12 / 31 / 04, JAN 2 9 200/1 . A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded A. vertically. Applicability of design parameters 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 responsibility of the erector Additional permanent co. .�.• bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage, delivery. erection and 7.7 bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HI8 -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. the i i�Vr. 583 D'Onofno Drive. Madison, WI 53719. & BUILDING SUPPLY INC. • Job Truss Truss Type Qty Ply 110651 F46 ROOF TRUSS 2 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industnes, Inc Thu Jan 29 15:34:13 2004 Page 1 6 -0.0 I 6-0-0 5 Scale = t 25 2 2x4 II 354 = 6 2 Ri ■ • ■ • r• tit 7 3 tit 2x4 II 354 = 6-0-0 6-0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (lac) Udell Lid PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.16 3-4 >439 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.21 3 -4 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10 0 Code UBC97 /ANSl95 (Matrix) Weight 34 lb • LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Sheathed . BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing WEBS 2 X 4 DF Stud /Std REACTIONS (1b /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz4= 117(load case 4) — Max Uplift4=- 37(load case 3), 3=- 38(load case 4) Max Grav4= 374(load case 8), 3= 374(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 317/41, 1- 5 =0/0, 1- 6=- 23/31, 2 -6 =- 23/31, 2- 3= -317/0 BOT CHORD 4 -7 =- 100/100, 3- 7=- 100/100 ^ � n[ • WEBS 1- 3= -87/87 NOTES 1) Unbalanced roof live loads have been considered for this design r ( 1 r 9 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load 3 r and 10.0 psf bottom chord dead load, 100 mi from hurricane oceantine, on an occupancy category I, condition I enclosed building, of f dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If � r,. f porches exist, they are exposed to wind The lumber DOL increase is 1 33, and the plate grip increase is 1 33 ,,,/ r 3) Provide adequate drainage to prevent water ponding. t:1 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97. 1� 5) Refer to girder(s) for truss to truss connections. / ` 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 4 and 38 lb uplift at joint 3. PO\ V v 7) This truss has been designed for a moving concentrated load of 250.OIb live and 10.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads LOAD CASE(S) Standard EXPIRATION DATE: 12 / 31 / 041 IJNfN 2 9 2004. ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be iutalled and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral AA support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overoll structure Is the responsibility of the building designer. For general guidance regarding fabrication quality control storage. delivery. erection and L. �R�f *�.�. bracing, consult QST -88 Quality Standard. DSB-89 Bracing Specification, and HIB-9l Handling Installing and Bracing Recommendation available from Truss Plate Institute. tale a R CO. 583 D'Onolrto Drive. Madison WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Oty Ply 110651 F47 ROOF TRUSS 2 1 -r - •.r Il The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Thu Jar. 29 15 34:15 2004 Page 1 6-0-0 6-0-0 5 Scale = 1 25 2 Rip top chord to 0 - 8 - 8 3x6 = 6 2 Ti • ■ ■- N i lh I M I ' • 7 3 lit 2x4 II 4x4 = R-0-0 6-o -0 Plate. Offsets (X.YI: 11:0- 3- 8.0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lac) 1/defl Ud PLATES GRIP TCLL 32.0 • Plates Increase 1.15 TC 0.18 Vert(LL) -0 16 3-4 >439 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) - 0.21 3-4 >331 240 BCLL ' 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 46 lb LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 DF Stud /Std REACTIONS (lb /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz4= 113(load case 4) Max Uplift4=- 35(load case 3), 3=- 36(load case 4) • Max Grav4= 374(load case 8), 3 =374(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 317/39, 1- 5 =0/0, 1 -6 =- 21/28, 2 -6 =- 21/28, 2 -3= -317/0 BOT CHORD 4- 7=- 101/101, 3- 7=- 101/101 /WI RO J ' WEBS 1- 3= -88/89 �, �• i N .c n NOTES � - G `, 1) Unbalanced roof live loads have been considered for this design. ~ l 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load , 11822f and 10.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding / J 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97 T. � 5) Refer to girder(s) for truss to truss connections. • / 1 .. , A' / 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 4 and 36 lb uplift at joint 3. 1' 0 7) This truss has been designed for a moving concentrated load of 250.0Ib Irve and 10 Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard [EXPIRATION DATE: 12 (31 / G41 'JAN 2 9 2004. A WARNING ' - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. ' I Design valid for use only with MITek connectors This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector Additional permanent !/r bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and the TR V rr7.7C0. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. LLi V rr7.7 583 D'Onolrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type • Qty Ply 110651 F48 ROOF TRUSS 2 1 ,Inh Reference (nntinnall The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 15:34'17 2004 Page 1 6-0-0 6-0-0 5 Scale = 1 25 2 Rip top chord to 0 - - 3x6 II 5x7 = 6 2 ■ v • tt� 7 3 2x4 11 4x4= 1 6 -0 -0 6 -0 -0 Plate Offsets (X.Y): (1:0- 3- 8.0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) t/defl Lid PLATES GRIP TCLL 32.0 Plates Increase 1 15 TC 0.18 Vert(LL) -0 16 3-4 >439 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0 51 Vert(TL) -0 21 3-4 >331 240 BCLL • 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 rt/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 46 Ib LUMBER BRACING TOP CHORD' 2 X 10 DF No.2 TOP CHORD Sheathed •. BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std • REACTIONS (lb /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz4= 113(load case 4) Max Uplift4=- 35(load case 3), 3=- 36(load case 4) Max Grav4= 374(load case 8), 3= 374(load case 10) FORCES (Ib) - Maximum Compression/Maxlmum Tension TOP CHORD 1 -4 =- 317/39, 1- 5 =0/0, 1 -6 =- 21/28, 2 -6 =- 21/28, 2 -3= -317/0 BOT CHORD 4- 7=- 101/101, 3- 7=- 101/101 R O[r WEBS 1 -3= -88/89 1 11 (( ...A f !i ;\ ,; # ., NOTES N F j 1) Unbalanced roof live loads have been considered for this design. l7 2) This truss has been designed for the wind Toads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead toad and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of 1822F dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If /' porches exist, they are exposed to wind. The lumber DOL increase is 1 33, and the plate grip Increase is 1.33 / � � • ON 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 per Table No 16-B, UBC-97 • � 5) Refer to girder(s) for truss to truss connections. • P0\1* 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 4 and 36 Ib uplift at Joint 3. 7) This truss has been designed for a moving concentrated load of 250.01b live and 10 Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 1 EXPIRATION DATE: 12 / 31 / C4 J • JAN 2 9 ZOO L' A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design volld for use only with MiTek connectors This design Is based only upon parameters shown, and Is for an Individual building component to be instolled and loaded / . vertically. Applicability of design parameters 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 responsibility 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 the TR V �7�7eo. bracing. consult 0ST -88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onolrlo Drive, Madison. WI 53719 & BUILDING SUPPLY INC. • Job Truss Truss Type Qty Ply 110651 F49 ROOF TRUSS 2 1 Job Reference (ootionall The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes. Inc Thu Jan 29 15.34'19 2004 Page 1 6-0-0 6-0-0 5 Scale = 1 25 2 • Rip top chord to 0 -6 -8. 3x6 11 5x5 = 6 2 • N M • � 1;1 7 3 1 . 1 2x4 11 4x4 = 6-0-0 6 - 0 - 0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I/de0 L/d PLATES GRIP TCLL 32.0 Plates Increase 1 15 TC 0.27 Vert(LL) -0.16 3-4 >439 360 MI120 2201195 TCDL 10 0 Lumber Increase 1 15 BC 0.51 Vert(TL) -0 21 3-4 >331 240 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL . 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 41 Ib LUMBER BRACING TOP CHORD 2 X 8 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 oc bracing WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz4= 111(load case 4) Max Uplift4=- 35(load case 3), 3=- 35(load case 4) Max Grav4= 374(Ioad case 8), 3= 374(load case 10) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-4 =- 317/38, 1- 5 =0 /0, 1- 6=- 20/27, 2 -6 =- 20/27, 2- 3= -317/0 BOT CHORD 4 -7 =- 102/101, 3-7 =- 102/101 WEBS 1 -3= -89/90 � NOTES ff f' • 1) Unbalanced roof live loads have been considered for this design ' (N E 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load • • and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of 0 11822P t! dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are exposed to wind The lumber DOL Increase Is 1.33, and the plate grip Increase is 1 33 ' I 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 per Table No. 16 -B, UBC -97. ON • 5) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 4 and 35 Ib uplift at joint 3. • � 7) This truss has been designed for a moving concentrated load of 250.0Ib Irve and 10.0lb dead located at all mid panels and at all panel points 1)0\1*' along the Top Chord and Bottom Chord, nonconcurrent with any other live loads LOAD CASE(S) Standard (EXPIRATION DATE: 12 / 31 / 01 JAN 9 20134' ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is bused only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent *�� bracing of the overall structure Is the responsibility of the building designer For general guldonce regarding fabrication, quality control, storage, delivery. melon and theTR V �7�7co. bracing. consult QSI-88 Quality Standard. DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Rote Institute, & BUILDING SUPPLY INC. 583 D'Onofrio Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply 110651 F50 ROOF TRUSS 2 1 loh Reference (optional) The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 15 34:21 2004 Page 1 I 6.0 -0 I 6-0-0 5 1 Scale = 1 25.2 2x4 I I 4x4 = 6 2 T1 4 4 • • M 7 3 II 4x4 = I 6-0-0 I 6-0-0 LOADING(psf) SPACING 2-0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.43 Vert(LL) - 0.16 3-4 >439 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) - 0.21 3-4 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std • REACTIONS (Ib /size) 4=297/0-5-8, 3= 297/Mechanical Max Horz4= 110(load case 4) Max Uplift4=- 34(load case 3), 3=- 35(load case 4) Max Grav4= 374(load case 8), 3= 374(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 317/38, 1- 5 =0/0, 1 -6 =- 20/26, 2 -6 =- 20/26, 2 -3= -317/0 BOT CHORD 4- 7=- 102/102, 3- 7=- 102/102 WEBS 1- 3= -90/91 , All I U(f it NOTES k 1) Unbalanced roof live loads have been considered for this design. • N 6- fit 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load -� I. 4 and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of r 1 1 822P .7/ r dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If � : f 1 porches exist, they are exposed to wind. The lumber DOL increase is 1.33. and the plate grip Increase is 1 33 tilt J 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 per Table No. 16 -B, UBC-97 a 7 t' II 5) Refer to girder(s) for truss to truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint 4 and 35 Ib uplift at joint 3 / � -� ry 7) This truss has been designed for a moving concentrated load of 250 Olb live and 10 OIb dead located at all mid panels and at all panel points POW along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard EXPIRATION DATE: 12 1 31 I O4 JAN 2 9 Z,O04, Q WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. A . Design valid for use only with MITek connectors Thls design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector Additional permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication. qualrty control, storage, delivery, erection and theTR V rlSco. bracing, consult OST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive. Madison. WI 53719 & BUILDING SUPPLY INC Job Truss Truss Type (Ay Ply 110651 F51 ROOF TRUSS 2 2 Joh Reference fo.tlonall The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Ino_stries, Inc. Thu Jan 29 15 34:23 2004 Page 1 1 5.6 -R I 5-6-8 2x4 I I Scale = 1 18 7 1 4x4 = 5 2 _ T1 • • 81 higg �/ 6 3 .' 2x4 II 4x4 = I 5.6-0 1 . 5-6-8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) Udefl Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.41 Vert(LL) - 0.06 3-4 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0 23 Vert(TL) -0.08 3-4 >796 240 • BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight' 58 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed •• BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing ' WEBS 2 X 4 DF Stud/Std REACTIONS (Ib /size) 4= 273/0 -5-8, 3= 273 /Mechanical Max Horz4=- 81(Ioad case 3) Max Uplift4=- 162(load case 10), 3=- 162(load case 13) Max Grav4= 417(Ioad case 7), 3= 417(load case 6) , FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 365/165, 1 -5 =- 276/276, 2 -5 =- 1621163, 2- 3= -313/0 BOT CHORD 4 -6 =- 202/203, 3 -6 =- 316/316 WEBS 1 -3 =- 364/364 • NOTES � 61 .%r 1) 2 -ply truss to be connected together with 10d Common( 148'x3') Nails as follows: f If` �� Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc J , / 9 •' Bottom chords connected as follows 2 X 4 - 1 row at 0 -9 -0 oc. �,, T 18221' , Webs connected as follows' 2 X 4 - 1 row at 0 -9 -0 oc. �, 2) q Y All loads are considered a uall applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply / I connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 1 �j. '' ON 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead Id • and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 116 ft by 120 11 with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If • C n '� -›* porches exist, they are exposed to wind The lumber DOL increase Is 1.33, and the plate grip Increase Is 1.33 • !°0\1`. \ 4) Provide adequate drainage to prevent water ponding 5) This truss has been designed for a 10 0 psf bottom chord live Toad nonconcurrent with any other live Toads per Table No 16 -B, UBC-97 6) Refer to girder(s) for truss to truss connections (EXPIRATION DATE: 12 / 31 / 04 7) Provide mechanical connection (by others) of kuss to bearing plate capable of withstanding 162 Ib uplift at joint 4 and 162 Ib uplift at joint 3 �� «.. 8) This truss has been designed for a moving concentrated load of 250 Olb live and 10 Olb dead located at all mid panels and at all panel prints along the Top Chord and Bottom Chord, nonConctlrr'ent with any other live loads. JAN 2 9 M(}; 9) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0-0-010 5 -6-8 fur 54 1 pif. LOAD CASE(S) Standard • , A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component fo be bristled and loaded , • vertically. Applicability of design parameters 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 responsibility of the erector. Addrlonal permanent /!' bracing of the overall structure Is the responsiblllty of the building designer For general guidance regarding fabrication. quality control storage. del very. erection and theTRUSSCO. bracing. consult QST -813 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 5B3 D'Onofrlo Drive. Madison. WI 53719. & BUILDING SUPPLY INC Job Truss Truss Type Qty Ply 110651 F52 ROOF TRUSS 2 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15 34:25 2004 Page 1 Rip top chord to 0 - 4 - 8. I 6 -0 -0 I 6-0-0 2x4 II Scale = 1 18 9 1 4x4 = 5 2 T1 : 16" • B1 — hillA —/ 6 3 2x4 II 4x4 = I 6-0-0 I 6 -0 -0 • LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0 16 3-4 >439 360 MI120 220/195 TCDL 10.0 • Lumber Increase 1.15 BC 0.51 Vert(TL) -0.21 3-4 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL .. 10.0 Code UBC97 /ANSI95 (Matrix) - Weight: 35 lb LUMBER BRACING • TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed . BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std REACTIONS (Ib /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz 4=- 79(load case 3) Max Uplift4=- 15(load case 3), 3=- 15(load case 4) Max Grav4= 374(load case 6), 3= 374(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 317/19, 1 -5 =- 20/26, 2 -5 =- 20/26, 2- 3= -317/0 4 BOT CHORD 4 -6 =- 59/60, 3-6=-59/60 [' WEBS 1 -3= -44/44 . i`v1 1 � �C.11 I N `' NOTES s'Jt 4 ft 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 above ground level, using 10.0 psf top chord dead load 00i, 11822P ' and 10.0 psf bottom chord dead Toad, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ft dimensions 116 by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 1f porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1.33 11, 2) Provide adequate drainage to prevent water ponding. f .Y [ ' ' / 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16 -B, UBC -97. II 4) Refer to girder(s) for truss to truss connections . �.✓ � 4 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 4 and 15 Ib uplift at joint 3. , P 6) This truss has been designed for a moving concentrated load of 250.OIb live and 10 Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads LOAD CASE(S) Standard EXPIRATION DATE: 12 / 31 /A JAM r49t?0N. A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design Is bused only upon parameters shown, and Is for an Individual building component to be Installed and loaded , : vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral A/ support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent r�� bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery. erection and the i i� V rr7rr7eo. bracing, consult OST -88 Quality Standard, DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendotlon available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison. WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Oty Ply 110651 F53 ROOF TRUSS 2 I 1 lob Reference (ootionall The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc Thu Jan 29 15 2004 Page 1 I 6-0-0 I 6-0-0 2x4 II Scale = 1 18 1 1 4x4 = 5 2 T1 I • M, • I 1 II B1 - MOM rA =, B 3 p 2x4 II 454 = 1 6-0 -0 I 6 -0 -0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 32.0 Plates Increase 1 15 TC 0.69 Vert(LL) -0.16 3-4 >439 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.21 3-4 >331 240 BCLL 0 0 Rep Stress Incr YES WB 0 03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 30 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Sheathed BOT CHORD 2 X 4 DF 2400F 2 OE BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz 4=- 77(load case 3) Max Uplift4=- 14(load case 3), 3=- 14(load case 4) Max Grav4= 374(load case 6), 3= 374(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 317/17, 1 -5 =- 19/26, 2 -5 =- 19/26, 2- 3= -317/0 BOT CHORD 4- 6=- 57/58, 3- 6= -57158 • WEBS 1 -3= -42/42 1 11 f %A 0 / I NOTES �. 4 , 1) This truss has been designed for the wind Toads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load ✓ N and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of .r '� ` , dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 11 182 2P ;; porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 j 4 2) Provide adequate drainage to prevent water ponding. f A I 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. 4) Refer to girder(s) for truss to truss connections / • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 4 and 14 Ib uplift at joint 3. . 4 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 10 Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. E. P LOAD CASE(S) Standard EXPIRATION DATE: 12 / 31 / 04 'JAH 4, 9 2004 ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for an IndMdual building component to be Installed and loaded , : vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown is for lateral Ie; support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility 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 , he t V rr7.7C0. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, i 1 V rr7.7 583 D'Onofrto Drive. MadisoR WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type City Ply 110651 F54 ROOF TRUSS 2 1 Job Reference (notional) The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industnes, Inc. Thu Jan 29 15 34 29 2004 Page 1 Rip top chord to OB18 6-0-0 3x6 11 Scale = 1 18 0 1 5x7 = 5 2 MIIIIMI 11111 1 . 11 ■ 81 MI 11 �� 6 3 I j • 2x4 11 4x4 = 1 6-0-0 I 6-041 Plate Offsets (X.Y): [1 :Fdae.0 -3 -0) LOADING (psf) SPACING 2 -0 -0 , CSI • DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.18 Vert(LL) - 0.16 3-4 >439 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0 21 3 -4 >331 240 BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) 0 00 3 n/a n/a BCDL 10 0 Code UBC97 /ANSI95 (Matrix) Weight: 42 Ib LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed •. BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD , Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS 2 X 4 DF Stud /Std REACTIONS (lb /size) 4= 297/0 -5 -8, 3= 297 /Mechanical Max Horz4=- 69(load case 3) Max Uplrft4=- 10(load case 3), 3=- 10(load case 4) Max Grav4= 374(load case 6), 3= 374(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 317/14, 1- 5=- 17/23, 2 -5 =- 17/23, 2- 3= -317/0 ; n BOT CHORD 4- 6=- 51/52, 3 -6= -51/52 rI WEBS 1- 3= -37/37 N � 1 t 00 NOTES r,0. `/� 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load 1622PE I 9 -- and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of r dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If d er porches exist, they are exposed to wind. The lumber DOL increase is 1 33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding • v 1 // 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97 / 4) Refer to girder(s) for truss to truss connections 1 `, f 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 4 and 10 Ib uplift at joint 3 • f] O� 4 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 10 Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. , LOAD CASE(S) Standard [EXPIRATION DATE: 12 / 31 / 041 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for on Individual building component to be installed and loaded ,; verticolly. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility 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 the TR V S.7CO, bracing. consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Hondling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Oty Ply 110651 F55 ROOF TRUSS 2 1 .lob Reference frictional) The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15.34'30 2004 Page 1 Rip top chord to Q13.8 6-0-0 3x? 11 Scale = 1,18 0 1 5x7 = 5 2 T1 • EV1 1 EV2 BI 6 2x4 11 4x4 = 1 6-0-0 6-0-0 Piste Offsets (X.Y). [1:Fdge.0 -3 -0J LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl Lid PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.18 Vert(LL) - 0.16 3-4 >439 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0 21 3-4 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0 02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight. 42 Ib LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed 64.4-941-ee-pyrhnsrexeept 'end-venter BOT CHORD 2 X 4 DF 2400F 2 OE BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 297/0 -5 -8, 3= 297 /Mechanical Max Horz4=- 69(load case 3) Max Uplift4=- 10(load case 3), 3=- 10(load case 4) Max Grav4= 374(load case 6), 3= 374(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 317/14, 1 -5 =- 17/23, 2 -5 =- 17/23, 2- 3= -317/0 ' r BOT CHORD 4- 6=- 51/52, 3 -6= -51/52 P fl WEBS 1 -3= -37/37 �C C,v r NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load 11822P I J and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of i dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase is 1.33 2) Provide adequate drainage to prevent water ponding. (7: /v 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97 /; 4) Refer to girder(s) for truss to truss connections • f� i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 4 and 10 Ib uplift at joint 3 PO\N 6) This truss has been designed for a moving concentrated load of 250 Olb live and 10.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads LOAD CASE(S) Standard [EXPIRATION DATE: 12 1131 1 041 MN 44 °I ZI3Ult • ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for an Indivjdual building component to be ins and loaded ,! vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer • not truss designer. Bracing sown is for lateral „j support of Individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility 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 W-88 theTR V r7r.7co. bracing. consult -88 Quality Standard. DSB-89 Bracing Specification. and HI8-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. • Job Truss Truss Type Qty Ply 110651 F56 ROOF TRUSS 2 1 Job Reference (ootionall The Truss Co , Sumner WA / Eugene OR p 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15 34.32 2004 Page 1 I Kip top Chord 10 U -b -0 I 6-0.0 3x6 II Scale o 1 17 1 1 5x5 = 5 2 MI :l il° I . 1 cs El B1 MI • =, 6 3 • 2x4 II 4x4 = I 6 -0-0 I 6 -0 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.27 Vert(LL) - 0.16 3-4 >439 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0 51 Vert(TL) - 0.21 3-4 >331 240 BCLL 0 0 Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 37 Ib - LUMBER . BRACING TOP CHORb 2 X 8 DF No 2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 DF Stud/Std REACTIONS (lb /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz4=- 66(load case 3) Max Uplift4=- 9(load case 3), 3=- 9(load case 4) Max Grav4= 374(load case 6), 3= 374(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension . TOP CHORD 1 -4 =- 317/13, 1 -5 =- 16/22, 2- 5=- 16/22, 2- 3= -317/0 BOT CHORD 4- 6=- 50/50, 3- 6= -50/50 P n WEBS 1 -3= -36/36 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load j'� k- .t,'4 .. and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of " �' f . dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 � (' s 822P li 2) Provide adequate drainage to prevent water ponding rI 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97. fli i1 - 1 1.f N 4) Refer to girder(s) for truss to truss connections. ' // 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 4 and 9 Ib uplift at joint 3 ' ' ` 6) This truss has been designed for a moving concentrated load of 250.OIb live and 10.Olb dead located at all mid panels and at all panel points • POI*/ along the Top Chord and Bottom Chord, nonconcurrent with any other live loads 1 LOAD CASE(S) Standard [EXPIRATION DATE: 121 / (4j 'JAN 200it‘ ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded , ' vertically Applicability of design parameters 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 responsibility of the erector. Additional permanent „ bracing of the overoll structure Is the responsibility of the building designer For general guidance rogording fabrication, quality control, storoge. delivery. erection and t$eTRus$CO. bracing, consult OST -88 Quality Standard, 056-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. LLl V r7.7 583 D'Onofrlo Drive. Madison, WI 53719. & BUQ,DING SUPPLY INC Job Truss Truss Type Oty Ply 110651 F57 ROOF TRUSS 2 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 15'34.34 2004 Page 1 I 6 -0 -0 1 6 -0-0 Scale e 1 16 4 1 4x4 = 5 2 2x4 II T1 1 I • _ • B1 '■ 1 I —, 6 3 N 2x4 II 4x4 = I 6-0-0 I 6 -0-0 LOADING (psf) SPACING 2 - 0 - 0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.16 3-4 >439 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0 21 3-4 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0 00 3 rda n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight' 33 Ib LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathe . BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz4=- 64(load case 3) Max Uplift4=- 9(load case 3), 3=- 9(load case 4) Max Grav4= 374(load case 6), 3= 374(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 317/12, 1 -5 =- 16/21, 2- 5=- 16/21, 2- 3= -317/0 / BOT CHORD 4 -6 =- 48/48, 3 -6= -48/48 WEBS 1 -3= -34/34 \ 1 14r�f �' r / NOTES • irk F 1�f' 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load !� . I and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of 1 I ) r dimensions 116 ft by 120 ft with exposure 8 ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 11 ' V porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 1.1, / I 2) Provide adequate drainage to prevent water ponding R' / I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97 4) Refer to girder(s) for truss to truss connections ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 4 and 9 Ib uplift at joint 3. • n ��y� 6) This truss has been designed for a moving concentrated load of 250.0Ib live and 10.0Ib dead located at all mid panels and at all panel points • P� along the Top Chord and Bottom Chord, nonconcurrent with any other live loads LOAD CASE(S) Standard [EXPIRATION DATE: 12 / 31 / 04 JAN `Z ( 4. A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MfTek connectors This design Is based only upon parameters shown. and Is for an indMdual building component to be Installed and loaded ,j vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Brocing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Additional permanent r� II i bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication quality control. storage. delivery. erection and thei R co. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification. and H18 -91 Handling Installing and Bracing Recommendation available from lruss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC Job Truss Truss Type Oty Ply 110651 F58 ROOF TRUSS 2 1 Job Reference footionall The Truss Co.. Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 1•34 36 2004 Page 1 Rip top chord to 0-4-4 6 -0-0 Scale = 1 16 4 1 4x4 = 5 2 2x4 11 TI . B1 6 3 2x4 II 4x4 = 6 -0-0 6 -0-0 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 32.0 Plates Increase 1 15 TC 0.43 Vert(LL) -0 16 3 -4 >439 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0 21 3-4 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0 02 Horz(TL) 0.00 3 Ilia n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight 33 Ib LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 297/0 -5-8, 3= 297 /Mechanical Max Horz4=- 64(toad case 3) Max Uplift4=- 9(load case 3), 3=- 9(load case 4) Max Grav4= 374(load case 6), 3= 374(load case 8) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -4 =- 317/12, 1 -5 =- 16/21, 2 -5 =- 16/21, 2 -3= -317/0 BOT CHORD 4 -6 =- 48/48, 3 -6= -48/48 WEBS 1- 3= -34/34 f r NOTES l %!� I 1l/ 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load (i t' N F ill and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If , 22P porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 , 2) Provide adequate drainage to prevent water ponding I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97 4) Refer to girder(s) for truss to truss connections. 1.i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at Joint 4 and 9 Ib uplift at joint 3 • 6) This truss has been designed for a moving concentrated load of 250 Olb live and 10 Olb dead located at all mid panels and at all panel points • `AI along the Top Chord and Bottom Chord, nonconcurrent with any other live loads • 1' CV ry LOAD CASE(S) Standard I EXPIRATION DATE: 12 / 31 / 04] JAN 2 9 2004, • A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is bosed only upon parameters shown. and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Addltlonol permanent ,I ; bracing of the overall structure Is the responsibility of the building designer. For generol guidance regarding fabrication Quality control, storage, delivery. erection and theTR V r7a7co. bracing, consult QSI-88 Quality Standard. DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Inshtute, 583 D'Onofrlo Drive. Madison. WI 53719. - & BUILDING SUPPLY INC Job Truss Truss Type Oty Ply i 110651 F59 ROOF TRUSS 2 1 Job Reference (ootionall The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries. Inc. Thu Jan 29 15.3438 2004 Page 1 I 6 -0.0 I 6-0-0 1 4x4 = 5 2 2x4 11 Scale = 1 14 9 T1 I • et • 2x4 II 4x4 = I 6 -0-0 I 6-0-0 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/detl Ud PLATES GRIP TCLL 32 0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.16 3-4 >439 360 MI120 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0 51 Vert(TL) -0.21 3-4 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a • n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 29 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.6E TOP CHORD Sheathed BOT CHORD 2 X 4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std REACTIONS (lb /size) 4= 297/0 -5 -8, 3= 297 /Mechanical Max Horz4=- 62(load case 3) . Max Uplift4=- 8(load case 3), 3=- 8(load case 4) Max Grav4= 374(load case 6), 3= 374(load case 8) FORCES (Ib) - Maximum Compresslon/Maximum Tension TOP CHORD 1 -4 =- 317/11, 1 -5 =- 15/21, 2 -5 =- 15/21, 2 -3= -317/0 BOT CHORD 4 -6 =- 46/46, 3 -6= -46/46 4,11,1-1/0/ WEBS 1- 3= -33/33 NOTES ; 1ir �� This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mI from hurricane oceanline, on an occupancy category I, condition I enclosed building, of 11822PE , dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. I( � porches exist, they are exposed to wind. The lumber DOL Increase Is 1 33, and the plate gnp Increase is 1 33 j 2) Provide adequate drainage to prevent water ponding " l'i i • , N / 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97 l �. / 4) Refer to girder(s) for truss to truss connections. \/ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 4 and 8 Ib uplift at joint 3 —410' 6) This truss has been designed for a moving concentrated load of 250.OIb live and 10.0Ib dead located at all mid panels and at all panel points ��t along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard [EXPIRATION DATE: 12 t 3 I ot JAN '4 eI ZOO A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer I not buss designer. Bracing shown Is for lateral support of Indlviduol web members only. Additional temporary bracing to Insure stability during construction Is the responsibility 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 theTRUSSCO. bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Ono(rlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply 110651 F60 ROOF TRUSS 2 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MWTek I: dustries, Inc Thu Jan 29 15:34.40 2004 Page 1 3x4 = 9.10.15 7 2xc 3.10.15 TI Scale =1.123 EV1 1 EV2 B1 rI 6 3 �9vn 11 3 -10 -15 3,1 = 3-10-15 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 32 0 Plates Increase 1.15 TC 0.54 Vert(LL) - 0.05 3-4 >873 360 .MI120 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0 06 3-4 >715 240 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3 n/a eta BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 20 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathe BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing WEBS 2 X 4 DF Stud/Std • REACTIONS (lb/size) 4= 188/0 -5-6, 3= 188 /Mechanical Max Horz4=- 59(load case 3) Max Uplift4=- 14(load case 3), 3=- 14(load case 4) Max Grav4= 332(load case 6), 3= 332(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -4=- 296/16, 1- 5=- 15/20, 2- 5=- 15/20, 2- 3= -296/0 BOT CHORD 4 -6 =- 44/45, 3 -6= -44/45 WEBS 1 -3= -34/34 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load 'Jd N e and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 1 622P � 1 \ porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 11. 2) Provide adequate drainage to prevent water ponding. i 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97. 1 4) Refer to girder(s) for truss to truss connections � A• I 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 4 and 14 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 250 Olb live and 10 Olb dead located at all mid panels and at all panel points � along the Top Chord and Bottom Chord, nonconcurrent with any other live loads '. . po* LOAD CASE(S) Standard I EXPIRATION DATE: 12 / 31 / C3 JAN 2 9 'Zook A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with METek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Iratolled and loaded I. vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing Mown Is for lateral II support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Aodtlonal permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication quality control storage, delivery. erection and a1. *�.�. bracing. consult OST -88 Quality Standard, DSB-89 Bracing Speclfrcation and HIB-91 Handling Installing and Bracing Recommendation available from inns Plate Institute. ul V�7r.7CO. 583 D'Onofrlo Drive, Madison, Wt 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Qty Ply 110651 F61 ROOF TRUSS 1 1 Job Reference (ootionall The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries. Inc Thu Jan 29 15.34:42 2004 Page 1 1 3x4 = S-10 -15 2 2x4 ly 1.10 -15 TI Scale 1 =1' EVI EV2 B1 • '‹ 6 3 1 2x4 11 1-10-15 'N. = 1 1 -10 -15 1 LOADING (psf) SPACING 2 -0-0 • CSI DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0 00 3-4 >999 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL - 10.0 Code UBC97 /ANSI95 (Matrix) Weight 12 Ib LUMBER - BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed . BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing WEBS 2 X 4 DF Stud /Std l REACTIONS (Ib /size) 4= 84/0 -5 -8, 3 =84 /Mechanical Max Horz4= 57(load case 4) Max Uplift4=- 32(load case 3), 3=- 32(load case 4) Max Grav4= 292(load case 6), 3= 292(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 276/33, 1 -5 =- 14/19, 2 -5 =- 14/19, 2 -3= -276/0 BOT CHORD 4- 6=- 42/43, 3- 6= -42/43 WEBS 1 -3= -43/43 1 NOTES N f 1 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 above ground level, using 10.0 psf top chord dead load = ,i ` '' F .' . S f/ , • and 10 0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ft x� dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 11fi22PE fr + porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Ir 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. r ' I o r : e 1 NI 4) Refer to girder(s) for truss to truss connections .' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 4 and 32 Ib uplift at joint 3. / 6) This truss has been designed for a moving concentrated load of 250 Olb live and 10 Olb dead located at all mid panels and at all panel points ' ; y �� ` / Ie 4 along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ' Pp �I • LOAD CASE(S) Standard FXPIRATIONDATE: 12 I 3 / 0] JAM 2 9 2Q°4 A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. I Design valid for use only with MITek connectors. Thls design Is based only upon parameters shown, and Is for an Individual building component to be installed and loaded .* vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral f support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent „1 bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and the TR V r.7r.7CO, bracing, consult QST -88 Quality Standard. DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. Job Truss Truss Type Oty Ply 110651 F62 MONO TRUSS 2 1 lob Reference footionall The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15.3443 2004 Page 1 3x. 01 .10 -15 2 2x4 Iy 1 -1 0.301.2 Scale 1 =1' T1 ----, I v EV1 W 2 EV2 r• B1 ,3 5 3 2x4 11 1 -10.15 3.0 = I 1-10-15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 32 0 Plates Increase 1.15 TC 0 23 Vert(LL) -0.00 3 -4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 - 3 rVa n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight. 12 lb , LUMBER BRACING TOP CHORD 2 X 4 DF No 2 TOP CHORD Sheathed • BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except* EV1 2 X 4 HFSPF Stud /STD REACTIONS (Ib /size) 4= 84/0 -5-8, 3= 84/0 -1-8 Max Horz4= 57(load case 4) Max Uplift4=- 29(load case 3), 3=- 32(load case 4) Max Grav4= 292(load case 6), 3= 292(load case 8) FORCES (Ib) - Maximum CompressiorVMaximum Tension TOP CHORD 1 -6 =- 15/18, 2 -6 =- 15/19, 2- 3=- 276/1, 1 -4=- 276/30 III BOT CHORD 4 -5 =- 43/41, 3 -5= -43/41 WEBS 1 -3= -39/43 1 Al I t! Of A NOTES ':S (v N F I ` /,,, ;/ 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load 4� P and 10.0 psf bottom chord dead toad, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of I . . 22PE /, r dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If Gil i porches exist, they are exposed to wind The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 '1 1 I 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16 -B, UBC-97. (3ON 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. ;� r •P "! 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 Ib uplift at joint 4 and 32 Ib uplift at joint 3. 5) This truss has been designed for a moving concentrated load of 250.01b live and 10 Olb dead located at all mid panels and at at panel points • 4 . Poll • ry O � < along the Top Chord and Bottom Chord, nonconcurrent with any other live loads , I ' C LOAD CASE(S) Standard 1 EXPIRATION DATE: 12 / 31 / ')41 ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. 7 Design valid for use only with MITek connectors. This design is based only upon parameters shown. and Is for on Individual building component to be instolled and loaded ,:. vertically. Applicability of design parameters 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 responsibility of the erector Additional permanent TIT bracing of the overall structure Is the responsibility of the building designer. for general guidance regarding fabrication. quality control. storage. dolivery. erection and the TR V r.7r7co. bracing. consult QST -BB Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Rote Institute, 583 D'Onofrlo Drive, Madison, W153719. & BUILDING SUPPLY INC. Job Truss Truss Type Oty Ply . 110651 F63 MONO TRUSS 2 1 • - - • - • • nal) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industnes, Inc Thu Jan 29 15:34:45 2004 Page 1 3-10-15 2 2x4 ly 1 3x4 = 6 3 - 1• - • • Scale = 1 12 3 T1 EV2 EV1 L2 e B7 5 3 lye II 3 -10 -15 3.4 = -1 3-10-15 LOADING(psf) SPACING 2 -0 -0 CSI DEFL In (loc) Udefl Ud PLATES GRIP TCLL 32.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0 05 3-4 >873 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) - 0.06 3-4 >715 240 BCLL 0.0 Rep Stress Incr YES WB 0 01 Horz(TL) -0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight. 20 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.2 TOP CHORD Sheathed f5 .BOT CHORD 2 X 4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' EV1 2 X 4 HFSPF Stud /STD REACTIONS (Ib /size) 4= 188/0 -5 -8, 3= 188/0 -1 -8 Max Horz4= 60(load case 4) Max Uplift4=- 11(load case 3), 3 =- 14(load case 4) Max Grav4= 332(load case 6), 3= 332(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tenslon TOP CHORD 1 -6 =- 17/18, 2 -6 =- 16/19, 2 -3 =- 296/1, 1 -4 =- 296/13 j 4 t BOT CHORD 4 -5 =- 46/40, 3 -5= -46/40 K, ' ar WEBS 1 -3= -28/35 ;fir'N NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load 11822•E and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ./ dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are exposed to wind. The lumber DOL increase is 1 33, and the plate grip Increase Is 1.33 �! �, r G r PJ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. � 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint 4 and 14 Ib uplift at Joint 3 . � 5) This truss has been designed for a moving concentrated load of 250.OIb live and 10.0Ib dead located at all mid panels and at all panel points iP V along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 1EXPtRATION DATE: 12 131 / 04 A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an IndMduol building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown B for lateral /, support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent * . bracing of tho overall structure is the responsibility of the building designer. For general guldonce regarding fabrication. quality control. storage. delivery, erection and theTR V r.7SCd. bracing. consult QST -88 Quality Standard. DSB-89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. & BUILDING SUPPLY INC. 583 D'Onofrlo Drive, Madison. WI 53719. Job Truss Truss Type Oty Ply 110651 F64 ROOF TRUSS 2 1 Job Reference (ootional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 15:34:47 2004 Page 1 I R -4.5 I 81.-1 35112 Scale = 1 15 6 2 2x4 II 1 4x4 = 5 T1 — EV2 d EV1 — B1 ..t* 6 31 2x4 II 4x4 = I RA-5 I 8-4 -5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 32.0 Plates lncrease 1.15 TC 0.37 Vert(LL) -0.27 3-4 >363 360 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) - 0.37 3-4 >263 240 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight 50 lb LUMBER BRACING TOP CHORD 2 X 6 DF 1800F 1.6E - TOP CHORD Sheathed BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 8 -10 -7 oc bracing. See "Web Brac Mem for REACTIONS (lb/size) 4= 292/0 -7 -12, 3= 584 /Mechanical required T -Brace condition Max Horz4=- 95(load case 3) D @SI n Max Uplitt4=- 27(load case 3) g of all continuous Max Grav4= 294(load case 6), 3= 586(load case 8) lateral bracing is by others. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 4=- 10/258, 1 -5= -0/40, 2- 5= -6/40, 2- 3=- 11/258 BOT CHORD 4- 6= -0/83, 3 -6= -0/83 ...dm WEBS 1 -3 =-49/5 NOTES aP'a 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load 1. 0911" EPI Q� and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ,' , dimensions 116 ft by 120 It with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If ' 0!1,. 7 11822P' I I ? porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. 3) Refer to girder(s) for truss to truss connections / I 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 4 , • E 0 J 5) This truss has been designed for a moving concentrated load of 250.0Ib live and 10 Oib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. I\ 4 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). Cjn`(\(�i LOAD CASE(S) Standard �4J'� 7 - 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 . Trapezoidal Loads (plf) I EXPIRATION DATE: 12131 10:1- Vert' 4= 0( F= 10,B= 10)- to- 3=- 217(F=- 99,B = -99) ,1At'. `. 9 �0�� ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design b bused only upon parameters shown. and Is for an individual building component to be Installed and loaded ,' vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent ! ,+ � f *�� bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and R V r7J co. bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. the i t 583 D'Onofrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC ■ Job 1 russ truss type Oty Ply Mega Pacific (11 Oos) JW 11065 P1 MONO TRUSS 108 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13 09:14 2004 Page 1 I 0 -9 -0 304 II 1 0-9-0 2 Scale = 1 10 9 1: 00112 :' • m p «N RR Hole's A • 1 i s 3x4 = 1/ 3 :' I 0-9-0 2K4 111 0-9-0 ' Plate Offsets (X.Y): 11:0- 0- 3.0 -0 -0]. (90- 2- 0.0 -1-4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/def Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 03 Vert(LL) -0.00 1 >999 360 MI120 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 n/a n/a BCDL 10 0 Code UBC97 /ANSI95 (Matrix) Weight. 5 Ib LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed 9044 9berpwrhr+T BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 3= 54/0 -1-8, 2= 0/0 -1-8 • Max Horz3=- 13(Ioad case 1), 2= 13(load case 1) . Max Grav3= 54(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2 = -4/45 BOT CHORD 1- 3= -13/12 WEBS 2 -3 =-48/0 • �.. NOTES \% f If v} 1 1) This truss has been designed for the wind Toads generated by 80 mph winds at 25 H above ground level, using 10 0 psf top chord dead Toad N / � �y and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of i� dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Prilil 2) Th is truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live toads per Table No. 16-B, UBC -97 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of , r ' bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 2 �' ► r LOAD CASE(S) Standard • I"QVV EXPIRATION DATE; 12 / 331 0 JAN 2 9 200k A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded A ' vertically Applicability of design parameters 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 responsibility 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 he VSSco. bracing, consult OST -88 Quality Standard, DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. t t 583 D'Onofrio Drive, Madison, W153719. & BUILDING SUPPLY INC. 1 BLOCK -P I BP01 I ROOF TRUSS 52 I 1 IJab Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13.18 59 2004 Page 1 1 -10.7 2x4 11 1 Jxb 2 1-10-7 T Scale = 1 26 2 :V Ve Q 131 Y Fx4 11 1-10-7 Ica = 1 -10 -7 Plate Offsets (X.Y): (3.0 -1- 12.0 -1 -8) LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 0 90 TC 0.93 Vert(LL) n/a - n/a 999 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0 54 Horz(TL) 0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/1 -10 -7, 3= 71/1 -10 -7 Max Horz4=- 153(load case 3) Max Uplift4=- 1043(load case 10), 3=- 1043(load case 13) Max Grav4= 1074(load case 13), 3= 1074(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 1059/1059, 1 -2 =- 164/165, 2- 3 = -55 /0 BOT CHORD 3- 4=- 241/242 WEBS 1- 3=- 1109/1109 (� r ix NOTES QC = ,Of 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load `` and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building. of ', dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 1 1 � I � porches exist, they are exposed to wind The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding I 3) Gable requires continuous bottom chord bearing 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1043 Ib uplift at joint 4 and 1043 Ib uplift at joint 3 6) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 - - to 1 - 10 - for I ! It , 160.4 plf v • ��`J ` V * t��r LOAD CASE(S) Standard `-- --� EXPIRATION AT : 12 / `JAN 2 9 zoaa. ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. , Design valid for use only with MiTek connectors, This design Is based only upon parameters shown, and Is for an IndMdual building component to be Installed and loaded vertically. Applicability of design parameters 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 temporory bracing to insure stability during construction Is the responsibility of the erector. Additional permanent *�� bracing of the overall structure Is tho responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and theTlt 'r co. bracing. consult QST - Quolity Standard. DSB Bracing Specification. and HIB -91 Handling Installing and Brocing Recommendation available from Truss Plate Institute. & BUILDING SUPPLY INC. 583 D'Onofdo Drive. Madison, WI 53719. (BLOCK -P IBP08 I ROOF TRUSS 2 1 (Job Reference (ooti_ .h The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industres. Inc Thu Jan 29 13:19 01 2004 Page 1 I 2x4 11 1 .5. 6 any ? 1 1-5-6 2 i • 0 5 PAM Scale = 1 26 5 IIII i n '9 v v � : imumin 1 3x5 1.5 -6 2x4 1-5-6 Plate Offsets (X.Y): 14:0- 2- 4.0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.74 Vert(LL) r/a - n/a 999 MI120 220/195 TCDL 10.0 Lumber Increase 1 15 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 24 lb LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed •. BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. WEBS • 2 X 4 DF Stud /Std WEBS 1 Row at midpt 2 -3 See " Web Brace Memo" for REACTIONS (Ib /size) 4= 52/1 -5-6, 3= 52/1 -5-6 requi T -Brace condition Max Horz 4=- 155(Ioad case 3) Max Uplift4=- 1386(load case 10), 3=- 1387(load case 13) Design of all continuous Max Grav4= 1400(load case 13), 3= 1419(load case 10) lateral bracing is by others. FORCES (Ib) - Maximum Compresslon/Maximum Tension TOP CHORD 1-4= -40/2, 1 -2 =- 159/159, 2 -3 =- 1407/1399 BOT CHORD 3- 4=- 158/159 . WEBS 2- 4=- 1423/1431 / NOTES `A1 ii0Fi1 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead toad e r Q�1 and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ' / '` �, dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per U8C97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If J��, 1 'I porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1 33 0111822P7 2) Gable requires continuous bottom chord bearing 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Tabte No. 16 -B, UBC97 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1386 Ib uplift at joint 4 and 1387 Ib uptift at joint 3. i r/ i - t> t 5) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -5 -6 for (6 207.2 plf. �•�� / � � LOAD CASE(S) Standard 4 FEXPIRAfION DATE: 12 / 31 / 041 I JAN 2 9 2004' • ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. "A . Design valid for use only with MiTek connectors This design Is based oNy upon parameters shown, and Is for on Individual building component to be Instaled and loaded vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing sris m is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Addrti: tol permanent *�.�. bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication. quality control, storage. delive-/, erection and the'{J.7.7eo. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from lrus Plate Institute, t Bt SUPPLY INC. 583 D'Onolrto Drive, Madison, WI 53719. BLOCK -P I BP09 I MONO TRUSS 12 I 1 Job Reference 'zotionalt The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Irdustries, Inc Thu Jan 29 13:19:03 2004 Page 1 4x8 11 191 -7 Avg f- 1 1- r- 2 EN r II Scale = 1 26 8 s • • J p4 11 1 -10 -7 3x4 "i 1 -10 -7 PlAte Offsets (X.Y1: [1:0- 5- 8.0 -2- 0].[2:0.0- 8.0 -1- 8].[3.0 -1- 12.0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 77 Vert(LL) n/a - n/a 999 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) -0.00 3 n/a • n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 26 lb LUMBER BRACING . TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathedpc3.40-0esry,... ,,,,, .. =....pt oriJ ...if„als.' BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' EV1 2 X 4 HFSPF Stud /STD REACTIONS (Ib /size) 4= 71/1 -10 -7, 3= 71/1 -10 -7 , Max Horz4= 158(load case 12) Max Uplift4=- 1073(load case 10), 3=- 1071(Ioad case 13) Max Grav4= 1113(Ioad case 13), 3= 1094(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 156/123, 3 -6= -60/7, 2 -6= -60/7, 4 -5 =- 1097/1089, 1 -5= -61/6 BOT CHORD 3 -4 =- 358/356 WEBS 3 -5 =- 1138/1147, 5 -6 =- 153/223 ` id; — • 4 NOTES I[[- 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load ,∎ pI(rN `� and 10.0 psf bottom chord dead load, 100 ml from hurricane oceanhne, on an occupancy category 1, condition 1 enclosed building, of i ) dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wird If 11:1 11822P porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33 i 2) Gable requires continuous bottom chord bearing 3) This truss has been designed for a 10 0 psf bottom chord Eve load nonconcurrent with any other live Toads per Table No 16 -B, UBC -97. ' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1073 Ib uplift at joint 4 and 1071 Ib uplift at pint 3. if r I R I 5) This truss has been designed for a total drag load of 30015. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for 160 4 plf. ,�� LOAD CASE(S) Standard f . P-- 0 i EXPIRATION DATE: 12 ! 31 ! 0 JAN 2 9 ZOO A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. . Design valid for use only with MITek connectors. This design Is based only upon parameters shown. and Is for on IndMdual building component to be installed and loaded , vertically. Applicability of design parometers and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral „A support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility 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 they r,7r7co. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Spectria7tion, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. & BUILDING SUPPLY INC. 583 D'Onofrlo Drive, Madison, WI 53719 BLOCK -P I BP10 I MONO TRUSS Job Refere (ontionall I The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MITek Industries, Inc Thu Jan 29 1319 05 2004 Page 1 i 1.10.7 ws f 4x8 1 2 1 1 I- I r , -_ Scale = 1 27 6 MIN MI - '1s :� ' 8 il Rip top chord to 0 -4 -8. l. .. Lmailizi px4 11 1-10-7 7x4 =f 1 -10 -7 Plate Offsets (X.Y1: [1:0 -5- 12.0 -7 -0J. [2:0- 0- 8,0 -2 -8]. [$"0 -1- 12.0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) Vdetl Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.83 Vert(LL) Na - Na -999 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) -0.00 3 Na Na Weight' 27 Ib BCDL 10.0 Code UBC97 /ANSI95 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF Stud/Std 'Except' EV1 2 X 4 HFSPF Stud /STD REACTIONS (Ib /size) 4= 71/1 -10 -7, 3= 71/1 -10 -7 Max Horz 4= 160(Ioad case 12) Max Uplift4=- 1095(Ioad case 10), 3=- 1093(Ioad case 13) Max Grav4= 1135(toad case 13), 3= 1115(Ioad case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 125/117, 3- 6= -60/5, 2 -6= -60/5, 4-5=-1119/1110, 1 -5= -61/6 BOT CHORD 3- 4=- 362/361 WEBS 3 -5 =- 1161/1170,5 -6 =- 162/193 I OC NOTES l CI, 1) This truss has been designed for the wind Toads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load �,',- �F � i and 10 0 psf bottom chord dead Toad, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building. of fie. �41 J � dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 1 porches exist, they are exposed to wind The lumber DOL increase is 1 33, and the plate grip Increase is 1.33 '. 2) Gable requires continuous bottom chord bearing 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. I . / , 4 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1095 Ib uplift at joint 4 and 1093 Ib uplift at Joint 3. if rr - 5) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag Toads along bottom chord from 0-0-0 to 1-10-7 for �� 160.4 plc ''yON LOAD CASE(S) Standard �xP(�aArtori DATE: . y z / 31 • ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. r Design valid for use only with MITek connectors. This design Is lased only upon parameters shown, and Is for on IndMduOI building component to be Instolled and looded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral II support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent r�}��+ bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication. quality control, stroge, delivery. erection and the i i� V.7.7eo. bracing. consult QST-88 Quality Standard. DSB-89 Bracing Specification. and HIB -91 Handling Instolling and Bracing Recommendation avok 1e from Truss Plate Institute, & BUILDING SUPPLY INC. 583 D'Onotrlo Drive, Madison. W153719. (BLOCK -P IBP11 MONO TRUSS Job Referrince (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13 2004 Page 1 I I - 1-10-7 s.4 f 4X8 11 2 1 1 .- i , ,. Sca'e = 1 27 6 - 111t1 6 • Mil iii px4 11 1-10-7 3x4 9 1-10-7 Plate Offsets (X Y) [1:0 -5- 12.0 -2 -0j. [7:0- 0- 8.0 -7 -8). (3.0 -1- 12.0 -1 -e) LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) 1/dell Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 83 Vert(LL) n/a - n/a 999 MII20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) . Weight 27 Ib LUMBER . BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' • EV1 2 X 4 HFSPF Stud /STD REACTIONS (Ib /size) 4= 71/1 -10 -7, 3= 71/1 -10 -7 Max Horz4= 160(load case 12) Max Uplift4=- 1095(load case 10), 3=- 1093(load case 13) Max Grav4= 1135(load case 13), 3= 1115(load case 10) FORCES (Ib) - Maximum Compresslon/Maximum Tension TOP CHORD 1 -2 =- 125/117, 3 -6= -60/5, 2 -6= -60/5, 4 -5 =- 1119/1110, 1 -5= -61/6 . BOT CHORD 3- 4=- 362/361 1 WEBS 3 -5 =- 1161/1170, 5- 6=- 162/193 ► �G r F ■ t , • • 1) his truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load T , L �{� and 10.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of d 1/ 322PE i dimensions 116 ft by 120 ft with exposure B ASCE 7 93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase Is 1.33 • 2) Gable requires continuous bottom chord bearing � 4 ' r 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -8, UBC -97. ,,, ! { r � I 1 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1095 Ib uplift at Joint 4 and 1093 Ib uplift at joint 3. 1 4 . — 5) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0-0.0 to 1 -10 -7 for .. f \ 160.4 plc . -- ' `PQ ` " LOAD CASE(S) Standard EXPIRATION GATE: 12 / 31 / 041 'JAN M 9 2004. ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be !retailed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responslbllity 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 responsibility of the erector Additional permanent brocing of the overall structure Is the responsibility of the building designer For general guidance regording fabrication, quality control. storoge. deL'ery, erection and aL, 1M CO bracing. consult QST-88 Quality Standard. DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation ovalloble from Truss Plate Institute, L & SUPPLY INC. ,583 D'Onolrlo Drive, Modlson, WI 53719. BLOCK -P I BP12 I MONO TRUSS 12 I 1 I Job Reference (ooUOnall The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13:19:09 2004 Page 1 10.7 Svc 6x8 1f 2 1 1- 1- r r -- Seale = 1 28 2 6 • Rip top chord to 0 -6 -8. ...................... pa 11 1-10-7 'iz4 =T 1-10-7 Plate Offsets (X.Y1: [1'0 -5- 12.0 -3 -01. [2.0- 0- 8.0 -2 -8j. [3:0 -1- 12.0 -1 -81 • LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 0 90 TC 0.88 Vert(LL) n/a - n/a 999 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 • Code UBC97 /ANSI95 (Matrix) Weight: 28 Ib LUMBER. BRACING TOP CHORD 2 X 8 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing WEBS 2 X 4 DF Stud /Std 'Except' EV1 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 4= 71/1 -10 -7, 3=71/1-10-7 Max'Horz4= 162(load case 12) Max Uplift4=- 1114(load case 10), 3=- 1112(load case 13) Max Grav4= 1154(load case 13), 3= 1135(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 117/113, 3 -6= -60/5, 2- 6 = -60/5, 4 -5 =- 1138/1129, 1 -5= -61/6 BOT CHORD 3 -4 =- 367/365 WEBS 3 -5 =- 1181/1191, 5 -6 =- 169/174 \` 4 D1[ , NOTES �j 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load 1 ; and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of ° I, 822PE dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1 33 % r 2) Gable requires continuous bottom chord bearing. f r 3) This truss has been designed fora 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97 I ' J 1 •. j 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1114 Ib uplift at joint 4 and 1112 Ib uplift at joint 3 5) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1 -10 -7 for 160 4 plf / PO\N LOAD CASE(S) Standard L F RA11 DATE: 12 (31 104 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. Ths design Is hosed only upon parameters shown, and Is for on Individual building component to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality conhol. storage, delivery. erection and the yr7r.7co. bracing. consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. TT 1 BLOCK-P I BP13 I MONO TRUSS 12 I 1 I Job Reference (ccuonai) The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 13 19 11 2004 Page 1 I -10.7 rive — 6x8 I 2 1 1- r- , r r -- Scale = 1 29 0 �■ ' Rip top chord to 0 -7 -8 • .■ jr 11 1-10-7 'txa 1-10-7 Plate Offsets (X.Y). 11 0- 6- 8.0 -3 -0]. [2:0 -0- 2.0 -3 -Q]. L3.0 -1- 12.0 -1.8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (lot) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.94 Vert(LL) n/a - n/a 999 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a - n/a 999 , BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) -0.00 3 n/a n/a BCDL • 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 30 lb ' LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed . BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF Stud /Std 'Except' EV1 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 4= 71/1 -10 -7, 3= 71/1 -10 -7 ■ Max Horz4= 165(load case 12) I Max Uplift4=- 1136(load case 10), 3=- 1134(load case 13) Max Grav4= 1176(load case 13), 3= 1156(load case 10) ' FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 113/110, 3 -6= -60/5, 2 -6= -60/5, 4 -5 =- 1160/1151, 1 -5= -61/6 • BOT CHORD 3 -4 =- 371/369 WEBS 3 -5 =- 1205/1214, 5- 6=- 176/177 •• �J NOTES �r�"�Cf 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load .•- NO N ` ` 2 and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of y y I 1� / 1. dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If /';. ] T B22PE I porches exist, they are exposed to wind. The lumber DOL increase Is 1.33• and the plate grip increase Is 1.33 !// 2) Gable requires continuous bottom chord bearing I' 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, 013C-97 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1136 Ib uplift at joint 4 and 1134 Ib uplift at joint 3 I� 4. 5) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1-10-7 for k., I / 160.4 pit. ` —6.-\140)/ LOAD CASE(S) Standard ,‘,..2.!)4 • EXPIRATION D E: 1 ?� I 31 � 01 , 'JAN 2 9 2004. . A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND tRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsib5ty of the erector Additional permanent *�� bracing of tho overall structure Is the responsibility of the building designer For general guidance regarding fabrication. quality control. storage delivery. erection and the V r.7r.7eo. bracing. consult OST-88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC BLOCK -P I BP14 I MONO TRUSS I z I IJob Reference (optional) r The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 13 19 13 2004 Page 1 1-10 a.n .� 1 6x6 11 1- 1 1. r- , r r -- Scale = 1 29 0 IIII s i i Rip top chord to 0 -8 -8 gr_->tr.kr. f.d a 1-10-7 il.d * 1 -10-7 Plate Offsets (X.Y1: (1:0- 6- 8.0- 3 -01.[R 0- 0- 2.0 -3-01 [3:0- 1- 17.0 -1 -8] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) Wen Ud PLATES GRIP TOLL 25.0 Plates Increase 0.90 TC . 0.94 Vert(LL) n/a - n/a 999 MI120 185/148 TCDL 10 0 Lumber Increase 1.15 BC 0.15 , Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight. 30 Ib LUMBER BRACING TOP CHORD 2 X 10 DF No 2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS • 2 X 4 DF Stud /Std *Except' EV1 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 4= 71/1 -10 -7, 3= 71/1 -10 -7 Max Horz4= 165(load case 12) Max Uplift4=- 1136(load case 10), 3=- 1134(load case 13) Max Grav4= 1176(load case 13), 3= 1156(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 113/110, 3 -6= -60/5, 2 -6= -60/5, 4 -5 =- 1160/1151, 1 -5= -61/6 BOT CHORD 3 -4 =- 371/369 WEBS 3 -5 =- 1205/1214, 5- 6=- 176/177 r 1 NOTES : � ,I �' 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load •� N 6 r and 10.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of �/� dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If C. II f 8220E porches they exposed h exist, the are ex osed to wind. The lumber DOL increase is 1.33, and the plate gnp Increase is 1.33 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -8, UBC-97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1136 Ib uplift at joint 4 and 1134 Ib uplift at joint 3 - N 5) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for 160.4 plf. LOAD CASE(S) Standard E RIRATION C) �TE� ?�� . . `JAN 2 Q 7004 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - Deslgn valid for use only with Mnek connectors. Thls design Is based only upon parameters shown, and Is for an Indlvlduol building component to be Installed and loaded , vertically Applicability of design porameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral AA, support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent ref *�� bracing of the overall structure Is tho responsibility of the building designer. For general guidance regarding fabrication quality control, storage. delivery. erection and the i i�V.7.7co. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation ovailable from Truss Plate Institute, t BUILDING SUPPLY INC D'Onofrlo Drive. Madison WI 53719. 1 BLOCK -P I BP37 'ROOF TRUSS 13 ; 1 I Joh Reference (optional) The Truss Co.. Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13 19.15 2004 Page 1-10-7 2x4 11 Jx'- 1 11� 1.1 f� 0.7 72� 2 fri -.I Scale = 1 :c ? r•r• ii iI i•4 3 �1 ?x4 11 1 -10 -7 3x5: 1 -10 -7 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 63 Vert(LL) -0 00 4 >999 360 MI120 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 25 lb LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing WEBS 2 X 4 DF Stud /Std WEBS 1 Row at mldpt 1-4 See "Web Brace Memo" for REACTIONS (lb /size) 4= 71/0 -1 -8, 3= 71/0 -1 -8 required T -Brace condition Max Horz4=- 158(load case 3) Design of all continuous Max Uplift4=- 1100(Ioad case 10), 3=- 1100(load case 13) Max Grav4= 1102(Ioad case 13), 3= 1102(load case 10) lateral bracing is by others. • FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 4=- 1100/1101, 1 -2 =- 166/167, 2- 3 = -55/0 BOT CHORD 3- 4=- 244/246 WEBS 1 -3 =- 1150/1150 NOTES 1) This truss has been designed for the wind Toads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load 1 [ and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of • �' t Ur / b, 11 dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If ,� 1 porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 :4 r ' E r f 4/ 2) Provide adequate drainage to prevent water ponding. f 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97 18 .2 r r 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1100 Ib uplift at joint 4 and 1100 Ib uplift at joint 3. t i 6) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for I • ,, _ a I 160 4 plf. , �i( 4 LOAD CASE(S) Standard 4. PO >/ EXPIRATION DATE: 12 / 31 / 04 JAN z, 9 2004 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. ' Design valid for use only with MITek connectors. This design Is bosed only upon parameters shown, and Is for an Individual building component to be Installed and loaded A. vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral „I support of Individual web members only. Additionol temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent * . r.7�7 bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication. quality control. storage. delivery. erection and t heTR V eo. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, & BUILDING SUPPLY INC. 583 D'Onofrlo Drive, Madison, WI 53719. I BLOCK -P I BP38 I ROOF TRUSS 3 I 1 l ' Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 S Oct 21 2003 MiTek Industnes, Inc Thu Jan 29 13 19:17 2004 age 1 F 4x4 _1-10-7 2x4,11 t 1-10-7 2 • TI I Scae -t -2T6 NI I V2 W I t 1 I • = ,I 3 r, ?x4 11 1-10-7 3x5 1-10-7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.65 Vert(LL) -0.00 4 >999 360 MI120 220/195 . TCDL 10.0 Lumber Increase 1 15 BC 0 11 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 27 Ib i LUMBER BRACING 1 TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF Stud /Std WEBS 1 Row at midpt 1 -4 See "Web Brace Memo" for required T -Brace condition; REACTIONS (Ib /size) 4= 71/0 -1 -8, 3= 71/0 -1 -8 n of all continuous Max Horz4=- 160(load case 3) Design Max Uplift4=- 1121(load case 10), 3=- 1121(load case 13) lateral bracing is by others. Max Grav4= 1123(load case 13), 3= 1123(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension - TOP CHORD 1-4 =- 1122/1122, 1 -2 =- 166/167. 2 -3= -55/0 BOT CHORD 3 -4 =- 246/247 WEBS 1 -3 =- 1171/1171 NOTES , 1 f [ 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load , C and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category!. condition I enclosed building, of i r e / dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If • F j � � // / porches exist, they are exposed to wind. The lumber DOL increase is 1 33, and the plate grip increase is 1.33 .!r 1 I i 2) Provide adequate drainage to prevent water ponding '; 11822PE i l 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. � '' r 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1121 Ib uplift at joint 4 and 1121 Ib uplift at joint 3. ' f J iI • . c S i r 6) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag Toads along bottom chord from 0 -0 -0 to 1 -10 -7 for 160 4 plf A' ,....-_. ,_./ ., LOAD CASE(S) Standard . -..,... �4,, [EXPIRATII N D ATE: 1 f 3? / -6'� i JAN 297004 A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors Thls design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded ,. vertically. Applicability of design parameters and proper Incorporation of component is responsibility of bulking designer - not truss designer. Bracing shown Is for lateral AA support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility 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 i i i�Vr7� y e V r Sco. bracing. consult QST -88 Quality Standard, DSB-89 Bracing S ecIflcotlon. and HIB-91 Handling Installing and Brocing Recommendation available from Truss Plate Institute, Li & BUILDING SUPPLY INC 583 D'Onofrlo Drive, Madison. WI 53719. IBLOCK -P IBP39 IROOF TRUSS 13 I 1 Job Reference loationalt The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 1319:19 2004 Page 1 1.10.7 3x61 11 — 1 Sx! 1.10.7 2 Scale = 1 29 0 IIIMMIll F1r Rip top chord to 0 -8 -8 rri :I :1 ?xn II 1-10-7 11A T 1-10-7 Plate Offsets (X.Y): [1:Edge.0 -3 -0) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plates lncrease 0.90 TC 0.68 Vert(LL) -0.00 4 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 30 Ib LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std WEBS 1 Row at midpt 1-4 See "Web Brace Memo" for REACTIONS (Ib /size) 4= 71/0 -1-8, 3= 71/0 -1 -8 required T -Brace condition Max Horz4=- 165(load case 3) Design of all continuous Max Uplift4=- 1163(load case 10), 3=- 1163(load case 13) Max Grav4= 1164(load case 13), 3= 1164(load case 10) lateral bracing is by others. • FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -4 =- 1163/1164, 1- 2=- 167/168, 2- 3 = -55/0 BOT CHORD 3 -4 =- 250/251 WEBS 1 -3 =- 1211/1211 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level. using 10 0 psf top chord dead load \fi �" /r' / and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of c 1 A 4 l , dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 'f porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ..• , 1822PE if 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. �� • 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3 , r I r 1 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1163 Ib uplift at joint 4 and 1163 Ib uplift at joint 3. , 6) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0-0 to 1-10-7 for � 160.4 plf. , -..s. P N' LOAD CASE(S) Standard EXPIRATION D PArE 12 I 331 I O4i 'JAN 2 9 2004' ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and is for on Individual building component to be ins and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent ��f* bracing of tho overall structure Is tho responsibility of the building designer. For genera? guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. thei i�V.7.7Co. 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. I BP40 I ROOF TRUSS -f i I BLOCK -P [ Job Reference (nntrnnah The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MITek Industries, Inc. Thu Jan 29 13 19 21 2004 Page 1 i 2x4 II 1-10-7 6x6 j 1 17 2 Scale = 1 29 1 � 4x4 II 5 ■,� 6 gill r :r rr i' 3 ;1 VA II 1 -10 -7 1.s T T 1-10-7 Plate Offsets (X.Y) 12.0- 0 -0.0 -1 -121 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ltd PLATES ' GRIP TCLL 25.0 Plates Increase 0.90 TC 0.78 Vert(LL) 0.00 4 >999 360 MI120 220/195 . TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.00 4 >999 240 BCLL 0 0 Rep Stress lncr YES WB 0.58 Horz(TL) 0 00 3 n/a n/a Weight. 28 Ib BCDL 10.0 Code UBC97 /ANSI95 (Matrix) . LUMBER BRACING TOP CHORD 2 X 4 DF StudfStd TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4 =71 /Mechanical, 3= 71/0 -1 -8 Max Horz4=- 173(load case 3) Max Uplift4=- 1232(load case 10), 3=- 1232(load case 13) Max Grav4= 1234(load case 13), 3= 1234(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 4 -5 =- 1149/1149, 1 -5 =- 140/104, 1- 2=- 153/132, 3-6 =- 138/104, 2 -6 =- 138/104 BOT CHORD 3 -4 =- 377/378 1 ' n[ WEBS 3-5=-1134/1134, 5-6=-156/159 1 A, of f ; NOTES �,j/ N & ` , . �� + 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load - 1I and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of It 1 1E22PE / dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If ed porches exist, they are exposed to wind. The lumber DOL increase is 1 33, and the plate grip increase Is 1.33 `// 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC-97. . lr 1 4) Refer to girder(s) for truss to truss connections 1 „ . / 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1232 Ib uplift at joint 4 and 1232 Ib uplift at joint 3 ,.................T./ 4. ti.� / ' 7) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for / 160 4 plf LOAD CASE(S) Standard EXPIRATION DATE: 12 /. 31 / C4 JAN 2 • ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded At vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral II support of Individual web members only Additional temporary bracing to insure stability during construction Is the responsibility 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 -- , *MrCO bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation avallabte from Truss Plate Institute, l &iB1�ii�iit�G�J.7P•LY INC. 583 D'Onolrlo Drive, Madison, WI 53719 1 BLOCK -P I BP41 I ROOF TRUSS 13 r Llnh Reference_(ootionall 1 The Truss Co.. Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 13:1•22 2004 Page 1 3x4 11 1.10 -7 6 x6 t 1-10-7 2 Scale = 1 29 9 NOM 4x4 11 5 '■ 6 • ■ :t Sr . 5 3 : $„n II 1-10-7 y,s T 1 -10 -7 Plate Offsets(X.Y): (20- 0 -0.0 -1 -121 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL 25 0 Plates Increase 0.90 TC 0.83 Vert(LL) 0.00 4 >999 360 MI120 2201195 TCDL 10.0 Lumber Increase 1 15 BC 0.46 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.00 3 n/a n/a Weight: 30 Ib BCDL 10 0 Code UBC97 /ANSI95 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 DF No.2 TOP CHORD Sheathed rl 16 7 - s pud..s, f ^ •a ^ic s BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4 =71 /Mechanical, 3= 71/0 -1 -8 Max Horz4=- 175(load case 3) Max Uplift4=- 1255(load case 10), 3=- 1255(load case 13) • Max Grav4= 1257(toad case 13), 3= 1257(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 4- 5=- 1170/1170, 1 -5 =- 157/121, 1 -2 =- 144/135, 3-6 =- 155/121,2 -6 =- 155/121 . BOT CHORD 3 -4 =- 378/380 WEBS 3- 5=- 1138/1138, 5- 6=- 154/157 \ / s„ 1`,1 illff I' NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load N , / . E ( 1 d and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of - I 'O ^ y y . dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If 1 8c2PE poches exist, they are exposed to wind The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. I11 r 4) Refer to girder(s) for truss to truss connections {// 5) Provide mechanical connection (by others) of truss to bearing plate at jornt(s) 3 f I t �• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1255 Ib uplift at joint 4 and 1255 Ib uplift at joint 3. 0,r 7) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for • PC)4 v 160 4 p11. LOAD CASE(S) Standard — EXPIRATION DATE: 12 ( 31 1041 l JAN 2QG • • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Alit Design valid for use only with MITek connectors This design Is based only upon parameters shown. and Is for an Individual building component to be installed and loaded I t vertically. Applicability of design parameters 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 responsibility of the erector Additional permanent bracing of the overall structure Is the responslblllty of the building designer. For general guidance regarding fabrication, quollty control, storage. delivery. erection and t eeTRLT$SCO. bracing. consult BST -88 Quality Standard, D5B-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. & i 8 1 �wG � S / OP 7 P • L 7 Y INC. 583 D'Onofrio Drive. Madison. WI 53719. 1 BLOCK -P 16P42 I ROOF TRUSS ■ Job Referrnce (optional) J The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13 19.25 2004 Page 1 x6 II 1-16-7 8x8 { 1 1.70.7 2 Scale = 1 31 2 iliEl 4x4 11 5 ,t- 6 Rip top chord to 0 -8 -8 1 3 ; l ira 11 1 -10.7 3x6 F 1-10-7 Plate Offsets (X.Y1. 12:0- 0 -0.0 -3 -121 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdef Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.62 Vert(LL) 0.00 4 >999 360 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) 0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0 00 3 n/a rile Weight 33 Ib BCDL 10.0 Code UBC97 /ANSI95 (Matrix) LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF No.2 'Except' W1 2 X 4 DF Stud /Std, W2 2 X 4 DF Stud/Std REACTIONS (Ib /size) 4 =71 /Mechanical, 3= 71/0 -1 -8 Max Horz4=- 180(load case 3) Max Uplift4=- 1298(load case 10), 3=- 1298(load case 13) Max Grav4= 1299(load case 13), 3= 1299(load case 10) FORCES (Ib) - Maximum Compresslon/Maximum Tension ' TOP CHORD 4 -5 =- 1212/1212,1 -5 =- 178/139,1 -2 =- 136/13 -6 = 176 -6 =- 176 BOT CHORD - 3- 4=- 383/384 WEBS 3 -5 =- 1156/1156, 5 -6 =- 157/160 C � 1 , A f ff f � NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load c� ra+ v, i' f 6 ' (i, � and 10.0 psf bottom chord dead Toad, 100 mi from hurricane oceanlrne, on an occupancy category I, condition I enclosed building, of ' .�' '' r. / ft dimensions 116 by 120 ft with exposure B ASCE 7-93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If f 822PE porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33 2) Provide adequate drainage to prevent water ponding. . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC97. ' 4) Refer to girder(s) for truss to truss connections. �I / / i `/ 5) Provide mechanical connection (by others) of truss to beanng plate at joint(s) 3 / \, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1298 Ib uplift at joint 4 and 1298 Ib uplift at joint 3. . / ' ��} 7) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for 160.4 plf LOAD CASE(S) Standard ----- EXPIRATION DATE: 12 / 31 / 04 'JAN 2 9 2004 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Appllcobllity of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral I - support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer For generol guidance regarding lobrlcotlon, quality control. storoge, delivery, erection and tneTRUSSco. bracing. consult OST-88 Quality Standard. DS8-89 Bracing Speclficotlon, and HIB-91 Handling Installing and Bracing Recommendation avollable from Truss Role Institute. & BUILDING SUPPLY INC 583 D'Onolrlo Drive, Madison, WI 53719. 1 BLOCK -P I BP57 'ROOF TRUSS 148 1 1 1Joh Reference (oouonal) The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13 19 26 2004 Page 1 13x4 T.10.7 2x1 II 1 2 2 r25.11.III ■1 Scale = 1 36 8 ■ : :V' KM II • 4x4 II 5 C 6 r. i 4•! -• ha H1 10 7ax44- 1 -10.7 Plate Offsets (X.Y1: [3.0 -1- 12.0 -1 -8) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 0 90 TC 0 76 Vert(LL) n/a - n/a 999 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight 36 Ib LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF Stud /Std WEBS 1 Row at midpt 1-4 REACTIONS (Ib /size) 4 =71 /Mechanical, 3 =71 /Mechanical See "Web Brace Memo" for Max Horz4=- 225(load case 3) required T -Brace condition Max Uplift4=- 1713(load case 10), 3=- 1713(Ioad case 13) Design of all continuous Max Grav4=1744(load case 13), 3= 1744(Ioad case 10) lateral bracing is by others. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 4 -5 =- 1729/1729, 1 -5 =- 731/731, 1 -2 =- 154/155, 3 -6 =- 731/731, 2 -6= -55/0 BOT CHORD 3-4 =- 323/324 WEBS 3- 5=- 1083/1083, 5 -6 =- 365/367, 1- 6=- 7947794 NOTES C;� A _ Or/ 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of 1.f E k• J � dim 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If r ` porches exist, they are exposed to wind The lumber DOL increase is 1.33, and the plate grip increase is 1.33 —••• I�� 1622PE 2) Provide adequate drainage to prevent water ponding. / 3) Gable requires continuous bottom chord bearing 4) This truss has been designed for a 10 0 psf bottom chord live Toad nonconcurrent with any other live loads per Table No 16 -B, UBC -97. f 5) Refer to girder(s) for truss to truss connections Q ( P / 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1713 Ib uplift at Joint 4 and 1713 Ib uplift at joint 3 L - - _ y/ 7) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0-0-010 1 -10 -7 for ( �,� �a 160.4 plf. • P� f/ LOAD CASE(S) Standard - - EXPIRAT 12 / 31 / 04 ( JAN 2 9 2004 ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. i Design valid for use only with MITek connectors This design Is bused only upon parameters shown, and Is for on Individual dual building component to be Installed and loaded vertically. Applicability of design porometers and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for totem( support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permaner ,, bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. derivery, erection and the= USSc0. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Handing Installing and Bracing Recommendation available from Truss Plate Institute. &BUILD[NG INC. 583 D'Onotrlo Drive, Madison, WI 53719. IBLOCK -P BP58 ROOF TRUSS 120 I 1 Job Reference (ootional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13 19 29 2004 Page 1 sxa 1-10-7 2x4 11 1 1 -10 -7 2 11 Scale = 1 29,9 cV W2 :V: 4x4 II • 4x4 11 5 11 6 ■ .. • IN, Il 1.10.7 3yA 7 1-10-7 LOADING (psf) SPACING 2 - 0 - 0 CSI DEFL In (roc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 85 Vert(LL) Na - Na 999 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) Na - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 3 Na Na BCDL 10 0 Code UBC97 /ANSI95 (Simplified) Weight: 30 Ib LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed • BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 DF Stud /Std • REACTIONS (Ib /size) 4= 71/Mechanical, 3 =71 /Mechanical . Max Horz 4= 178(load case 4) Max Uplift4=- 1267(load case 10), 3=- 1267(load case 13) Max Grav4= 1298(load case 13), 3= 1298(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 4 -5 =- 1283/1283, 1 -5 =- 558/558, 1 -2 =- 149/149, 3 -6 =- 558/558, 2 -6= -55/0 BOT CHORD 3 -4 =- 282/283 WEBS 3 -5 =- 822/822, 5 -6 =- 342/343, 1 -6 =- 632/632 NOTES p[ 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load ‘,0 �U! and 10.0 psf bottom chord dead load, 100 mi from humcane oceanline, on an occupancy category I, condition I enclosed building, of y 1 dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If / N F , _ . 1 \ porches exist, they are exposed to wind. The lumber DOL increase is 1 33, and the plate grip increase Is 1.33 7 • 2) Provide adequate drainage to prevent water ponding. 11 822P = J 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC-97 / 5) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1267 Ib uplift at joint 4 and 1267 Ib uplift at joint 3 • 9 7) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for 160.4 plf. t LOAD CASE(S) Standard 1!`1�� I EXPIF3ATIQN DATE: 12 / 31 0/Ii 'JAN 2 9 2004 • A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded vertically. Applicability of design parameters 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 responsibility of the erector. Addlflonol permonent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication. quality control storage. delivery. erection and thei i�V r7�7co. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison. WI 53719 & BUILDING SUPPLY INC • • (BLOCK -P IBP59 - (ROOF TRUSS 130 I 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industnes, Inc Thu Jan 29 13 19 30 2004 Page 1 I 3u+ — 1-10-7 2 2x1 11 1 -10 -7 TI _. Scale =1155 EV1 EV2 c t ri B1 4 % % % % %i i%O : 00 • iiiiiiii ii • • • 0NS000S5! 1 7x4 11 1 - - 3x4 = 1 1-10-7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I/de8 Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.25 Vert(LL) n/a - n/a 999 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0 11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr . YES WB 0.22 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 15 Ib • LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathe BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/1 -10 -7, 3= 71/1 -10 -7 Max Horz4=- 81(Ioad case 3) Max Uplift4=- 481(Ioad case 10), 3=- 481(load case 13) Max Grav4= 513(load case 13), 3= 513(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension • TOP CHORD 1- 4=- 497/497, 1- 2=- 147/147, 2- 3 = -55/0 BOT CHORD 3- 4=- 187/187 WEBS 1 -3 =- 577/577 NOTES o 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load fi 1 Il Oi and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ' dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If N ;111 porches exist, they are exposed to wind The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding 1 f \' 1 i822P 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10 0 psf bottom chord live Toad nonconcurrent with any other live loads per Table No. 16 -B, UBC-97. r.4 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 Ib uplift at joint 4 and 481 Ib uplift at joint 3 /. 6) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for 160.4 pit I l �i • LOAD CASE(S) Standard • • ' � ' s [ PIRATION DATE 112 / �1 / 04 'JJ1N 2 9 2004' ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design volld for use only with MITek connectors This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded verlicolly. Applicability of design parameters 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 responsibility 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 thel 'c co. bracing, consult OST -88 Quality Standard. DSB -B9 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, t BUILDING SUPPLY INC. 583 D'Onotrio Drive, Madison, WI 53719. - IBLOCK -P IBP60 !ROOF TRUSS Iz 2 1Joh Reference .00ho *.all — The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Irdustres. Inc Thu Jan 29 1319:32 2004 Page 1 i 3x4 — 1-10-7 i 2M4 II 1 -10 -7 T1 Scale =1155 EV1 EV2 e C B1 ! Peeeeeeeeeeeeeeeeeeeoweeee •• .1111••••.•..••.. •••..•• •:1••• •.•.•11••11111••••••1.•••••1••{ 1••••• 11• 111• • • 12x4 11 1 -10.7 3x4 = 1 1.10.7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/def Ud PLATES GRIP TCLL 25 0 Plates Increase 0.90 TC 0.12 Vert(LL) n/a - n/a 999 MI120 220/195 TCDL 10 0 Lumber Increase 1 15 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a Weight 30 Ib BCDL 10.0 Code UBC97 /ANSI95 (Simplified) LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2 X 4 DF Stud /Std • REACTIONS (Ib /size) 4= 71/1 -10 -7, 3=71/1-10-7 Max Horz4=- 81(load case 3) Max Uplift4=- 481(load case 10), 3=- 481(load case 13) Max Grav4= 513(load case 13), 3= 513(load case 10) FORCES (Ib) - Maximum Compresslon/Maximum Tension TOP CHORD 1- 4=- 497/497, 1 -2 =- 147/147, 2- 3 = -55/0 - BOT CHORD 3-4 =- 187/187 WEBS 1 -3 =- 577/577 NOTES 1) 2 -ply truss to be connected together with 10d Common(.14(rx3') Nails as follows: 1 Top chords connected as follows 2 X 4 - 1 row at 0 -9 -0 oc `;��,� / ` ' R fir I 1 Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. ;•/ (IV ` /�� Webs connected as follows: 2 X 4- 1 row at 0 -9 -0 oc. / E 1 i 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply 4 1 'f i connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. I� )182 -; ,l � \� 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load y l I. , and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed buildin of dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If / , porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1 33 (I". ( N • 4) Provide adequate drainage to prevent water ponding. '., 5) Gable requires continuous bottom chord bearing , ...-<<>" 6) This truss has been designed for a 10 0 psf bottom chord live Toad nonconcurrent with any other live loads per Table No 16 -B, UBC-97 • JJ C. 'Ci�""`i • 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 481 Ib uplift at joint 4 and 481 Ib uplift at joint 3. •...... -�./ 8) This truss has been designed for a total drag load of 300 lb Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10-7 for - �� - 160.4 plf. LEXPIRATION DATE: 12.131 / C4 LOAD CASE(S) Standard JRN l `J 2.004 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. • ! Design valid for use only with MtTek connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component to be instated and loaded J1 vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral „r support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector Addrtrfonal permanent . bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control, storage. delivery, erection and that it4J.7.7eo. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Handling Installing and Bracing Recommendation available from lass Plate Institute, & BUILDING SUPPLY INC. 583 D'Onofrlo Drive, Madison, WI 53719. - BLOCK -P I BP62 ROOF TRUSS I 54 1 1 Job Reference r:otionall 1 The Truss Co., Sumner WA/ Eugene OR 5 200 s Oct 21 2003 MiTek In:ustries, Inc Thu Jan 29 13:19:34 2004 Page 1 1 3x4 = 1 -10 -7 2 2x4 I 1 1.10 -7 I Stale = 1.11 6 IM11111.111511 11 ti 11 1 2x4 11 1 -1 0 -7 3x4 — 1.1 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25 0 Plates Increase 0.90 TC 0.15 Vert(LL) n/a - n/a 999 MI120 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0 11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/1 -10 -7, 3= 71/1 -10 -7 Max Horz 4= 55(load case 4) Max Uplift4=- 306(load case 10), 3=- 306(load case 13) Max Grav4= 361(load case 7), 3= 361(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 345/321, 1 -2 =- 140/140, 2- 3 = -55/0 BOT CHORD 3-4 =- 167/168 WEBS 1 -3 =- 426/426 • NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead toad ` - A (j n[' and 10.0 psf bottom chord dead load, 100 mi from hurricane oceantine, on an occupancy category I, condition I enclosed building, of 11 u rf r j dimensions 116 ft by 120 It with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If C �� ,� N porches exist, they are exposed to wind The lumber DOL increase is 1 33, and the plate grip increase is 1 33 . ' � 2) Provide adequate drainage to prevent water ponding �! ��I 3) Gable requires continuous bottom chord bearing 1 11822PE 1 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -8, UBC -97. , 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 306 Ib uplift at joint 4 and 306 Ib uplift at joint 3. (i 6) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for ' 1 : t) 160 4 plf. LOAD CASE(S) Standard • 4 ~~ 0' l EXPIRATION DATE: 12131 / 041 'JAN 2 9 2004 ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be iridalled and loaded vertically. Applicability of design parameters 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 brocing to Insure stability during construction Is the responsibility of the erector. Addrionol permanent .�1 ■�� bracing of the overall structure Is the responsibility of the building oesigner For general guidance regarding fabrication, quality control. storage. deGrery. erection and that s�Y.7I7CO. bracing, consult QST -88 Quality Standard. DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison. WI 53719 & BUILDING SUPPLY INC. BLOCK -P I BP62A l RJOF TRUSS 1 I 2 Job Rrfererce foohonalt The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 13 19 36 2004 Page 1 3x407 t 1.11 2 2x4 li 0-11-11 Stale = 1 11 6 T1 EV1 W1 EV2 n B, 2, II 13-11-1110 — 0 -11 -11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 13 Vert(LL) n/a - n/a 999 MI120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0 03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 18 Ib LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing WEBS 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 31/0- 11 -11, 3= 31/0 -11 -11 • Max Horz4= 55(load case 4) Max Uplift4=- 622(load case 10), 3=- 622(load case 13) Max Grav4= 636(load case 13), 3= 636(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 629/629, 1 -2 =- 119/119, 2 -3= -24/0 • BOT CHORD 3 -4 =- 146/146 WEBS 1- 3=- 672/672 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: ,, i!ce � Il Q Top chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. ,A�� I Of J Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. ), . -. - v ]`/ Webs connected as follows' 2 X 4 - 1 row at 0 -9 -0 oc € r '/ 1 N 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply 4 /.& ";:57" 1 connections have been provided to distnbute only Toads noted as (F) or (8), unless otherwise Indicated � 1 11822PE ft 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 above ground level, using 10.0 psf top chord dead load 1' and 10.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of I dimensions 116 by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1 33, and the plate grip Increase is 1.33 Alit ft • I 4) Provide adequate drainage to prevent water ponding. ` 5) Gable requires continuous bottom chord bearing. " , > ' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No 16 -B, UBC -97. \14 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 622 Ib uplift at Joint 4 and 622 Ib uplift at pint 3. \ F Q ;i 8) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 0 -11 -11 for 308.0 plf. - ---- -- LOAD CASE(S) Standard FIF:XPIRATION DATE: 12 / 31 / Qe_ N 2 9 70O/6. A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design 8 based only upon parameters shown, and Is for on IndMdual building component to be Installed and loaded ,? vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Brodng shown Is for lateral c support of Individual web members only. Additional tempor y bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent . AA - bracing of the overall structure Is the responsibility of the bulking designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and t heTRUSSco. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB-91 Hondling Instolling and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. 1 BLOCK -P I BP65 I MONO TRUSS 12 I 2 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 61Tek Industries, Inc Thu Jan 29 13:19:38 2004 Page 1 ( 3x4 — 1-5-R 2 2x4 IL 1 " 1 vi is Scale t• =7' T1 i EV1 WC EV2 r 81 12 11 1.5 -6 3r4 = 1 -5 -6 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 25 0 Plates Increase 0 90 TC 0.12 Vert(LL) -0 00 4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceding directly applied or 6 -0-0 oc bracing WEBS 2 X 4 DF Stud /Std 'Except' EV1 2 X 4 HFSPF Stud /STD REACTIONS (lb /size) 4= 52/0 -5-8, 3= 52/0 -5-8 Max Horz4= 57(load case 4) Max Uplift4=- 430(load case 10), 3= -423(load case 13) Max Grav4= 440(load case 7), 3= 430(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension ' TOP CHORD 1- 2=- 134/134, 2- 3= -40/1, 1- 4=- 434/431 BOT CHORD 3- 4=- 163/161 WEBS 1- 3=- 498/501 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows' �i 1 n Top chords connected as follows. 2 X 4- 1 row at 0 -9 -0 oc. • C N F • C 2 Bottom chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. -. Webs connected as follows' 2 X 4 - 1 row at 0 -9 -0 oc. I , 1822P 1 2) All toads are considered equally applied to all plies, except If noted as front (F) or•back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 1 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of I f C c 1 dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind The lumber DOL increase Is 1 33, and the plate grip increase Is 1.33 " ± t` _ � 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97 . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 Ib uplift at joint 4 and 423 Ib uplift at joint 3 f ' Ofd `r 6) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0-0 to 1 -5 -6 for 2072pl1 LOAD CASE(S) Standard I EXPIFlATION DATE_ 12 / 31 / 04, -JAN 2 9 Z004 A. WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded • Al. vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral AA support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector Additional permanent w i� *�•`• - I bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, dellvery, erection and awe i CO. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation ovaiable from Truss Plote Institute. L & i B i W DING S INC 583 D'Onofrlo Drive. Madison, WI 53719. BLOCK-P I BP66 I MONO TRUSS 12 I 1 I Job Reference (oohonall The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MITek Industries. Inc. Thu Jan 29 13:19:40 2004 Page 1 4x5 = ' x8 11 1 2 ( t -LQ_7 Scan =1.123 T1 5 EV1 EV2 W B1 L-,9.4 11 1.10 -7 g„e = 1 -10 -7 Plate Offsets (X.Y1: [1 0- 2- 12.0 -9-01. [2.0- 0- 8.0 -1-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 21 Vert(LL) -0 00 4 >999 360 M1120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0 17 Horz(TL) -0.00 3 r fa n/a BCDL ,10.0 Code UBC97 /ANSI95 (Simplified) Weight. 121b LUMBER BRACING TOP CHORD 2 X 4 HF No 2 TOP CHORD Sheathed ' BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6-0 -0 oc bracing. - WEBS ' 2 X 4 HFSPF Stud /STD 'Except' WCL2 2 X 4 DF Stud /Std, W1 2 X 4 DF Stud /Std REACTIONS (lb /size) 4= 71/0 -5 -8, 3= 71/0 -5 -8 Max Horz4= 59(load case 13) Max Uplift4=- 346(load case 10), 3=- 339(load case 13) Max Grav4= 384(load case 7), 3= 374(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 130/129, 3 -5= -55/4, 2- 5= -55/0, 1-4 =- 369/347 BOT CHORD 3-4 =- 172/169 WEBS 1 -3 =- 442/446, 1- 5= -15/20 NOTES 1 1 "ff II 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of •1� It dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If ' ' � porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1 33 fl22PE 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16-B, UBC-97. �,s` 3) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 346 Ib uplift at joint 4 and 339 Ib uplift at joint 3 11 I I 4) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0-0-0 to 1 -10 -7 for .re 160.4 plf. 1 U i LOAD CASE(S) Standard PO \bl e u EXrIr ATION DATE: 12 / 31 r 0 -JAN 2 9 2004 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. Thls design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded ,• vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding labrlcotion. quality control. storage. delivery, erection and } ne r *K.�a bracing. consult OST -88 Quality Standard. DSB-89 Bracing Specification, and HI8.91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, L �/r,7r.7 583 D'Onolrio Drive, Madison. WI 53719. & BUDDING SUPPLY INC. BLOCK -P I BP67 I MONO TRUSS 12 I 1 Job Reference (ootionall The Truss Co , Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13:19 42 2004 Page 1 5x5 = 4%5 II 1-10-7 2 1• ---� - o Scale = 1 13 0 T1 W1 5 - Ev1 EV2 Rip top chord to 0 -4-8. 61 2 „n. 11 1 -10-7 1%4 = 1-10-7 Plate Offsets (X.Y1: [1:0 -2- 12.0 -2 -0] [2:0- 0- 8,0 -2 -81 LOADING (psf) SPACING 2-0 -0 CSI DEFL In (loc) Udefl Ud PLATES GRIP TCLL 25 0 Plates Increase 0.90 TC 0.22 Vert(LL) -0.00 4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0 12 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight. 14 Ib LUMBER BRACING TOP CHORD 2 X 6 HF No.2 TOP CHORD Sheathe BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 HFSPF Stud /STD 'Except' WCL2 2 X 4 DF Stud /Std, W1 2 X 4 DF Stud /Std REACTIONS (lb /size) 4= 71/0 -5 -8, 3= 71/0 -5-8 Max Horz4= 62(load case 13) Max Uplift4=- 362(load case 10), 3=- 354(load case 13) Max Grav4= 398(load case 7), 3= 386(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 131/129, 3- 5= -55/5, 2-5=-55/0, 1-4 =- 382/363 BOT CHORD 3- 4=- 173/171 WEBS 1 -3 =- 455/460, 1 -5= -16/21 , (s , NOTES 1 - 1y1 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load C, and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of �'S, dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If 822PE porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1 33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. II I 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 Ib uplift at joint 4 and 354 Ib uplift at joint 3. (�I r, i 4) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for 160 4 plf \kiv LOAD CASE(S) Standard EY,PIRATION DATE: 12 / 31 / O' 'JEAN 2 9 2004. ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for on Individual building component to be Installed and loaded , : vertically Applicability of design parameters 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 responsibility of the erector. Additional permanent * . bracing of the overall structure Is the responsibrty of the building designer For general guidance regarding fabrication, quality control, storage. delivery, erection and the TRUSSco bracing. consult QST-88 Quality Standard. DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation avallobie from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. BLOCK -P I BP68 'MUM) I HUSS 2 1 I.Inh Reference !notional) The Truss Co , Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 13.19 44 2004 Page 1 5x5 = axu H 1-10-7 2 1 1 Scale = 1 13 0 T1 W1 - J 1 5 \ \\ EV1 EV2 W B1 • 9.e 11 1-10-7 a.e = 1-10-7 Plate Offsets (X.Y1: 11:0.2- 12.0 -2 -0J. [2:0- 0- 8.0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) 1/defl LId PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.22 Vert(LL) -0.00 4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0 18 Horz(TL) -0.00 3 n/a n/a BCDL 10 0 Code UBC97 /ANS195 (Simplified) Weight 14 Ib LUMBER BRACING TOP CHORD 2 X 6 HF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2 X 4 HFSPF Stud /STD 'Except' WCL2 2 X 4 DF Stud /Std, W1 2 X 4 DF Stud/Std REACTIONS (Ib /size) 4= 71/0 -5-8, 3= 71/0 -5 -8 Max Horz4= 62(Ioad case 13) Max Uplift4=- 362(Ioad case 10), 3=- 354(Ioad case 13) Max Grav4= 398(load case 7), 3= 386(Ioad case 6) - FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 131/129, 3- 5= -55/5, 2 -5= -55/0, 1-4 =- 382/363 BOT CHORD 3 -4 =- 173/171 WEBS 1 -3 =- 455/460, 1 -5= -16/21 n NOTES rcil) 1 Urq 1) This truss has been designed for the wind Toads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 10.0 psf bottom chord dead Toad, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of ? \ dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If 822PE 1 porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16 -B, UBC-97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 Ib uplift at Joint 4 and 354 Ib uplift at joint 3 )1( i 4) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag Toads along bottom chord from 0 -0 -0 to 1 -10 -7 for fl 160 4 plf. 1 Ne LOAD CASE(S) Standard ``�'►� EXPIRATION DATE -. 3 i o 1 'JAN Z 9 2004' A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be installed and loaded / J vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral AA; support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsiallity of the erector. Additional permanent �f14 bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quy control, storage, deivery, erection and that i� V.7.7C0. bracing. consult QST -88 Quality Standard. DSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. & BUILDING SUPPLY INC. oLUL.n -r ■ro MUIVU 1 r<UJJ 1 I I .trth Rpfprpnce (optional) I J The Truss Co., Sumner WA / Eugene OR 5 2:0 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13'19.46 2004 Page 1 5x5 = 4/(13 11 1-10-7 107 2 1 Scale =1 137 71 W1 I I { I 5 EVI E'.2 w Rip top chord to 0 -6 -8 B1 4 1 11 M. 9xa 11 1 -10 -7 a :e = 1 -10 -7 Plate Offsets (X.Y): [1•0 -2- 12.0 -2 -01, (2.0- 0- 8.0 -7 -8) LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 0 90 TC 0.23 Vert(LL) -0 00 4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Inc,: YES WB 0.18 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight' 16 Ib LUMBER BRACING TOP CHORD 2 X 8 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS • 2 X 4 HFSPF Stud /STD 'Except' WCL2 2 X 4 DF Stud /Std, W1 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/0 -5-8, 3= 71/0 -5 -8 Max Horz4= 64(load case 13) Max Uplift4=- 377(load case 10), 3=- 369(load case 13) Max Grav4= 409(load case 7), 3= 398(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 131/130, 3 -5= -55/6, 2 -5= -55/0, 1 -4 =- 394/378 • BOT CHORD 3 -4 =- 175/173 WEBS 1 -3 =- 469/473, 1 -5= -16/22 Q t fVJ f' ` NOTES • \ � " 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load • F and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of r dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If 822PE porches exist, they are exposed to wind The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 ; 111 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97. i 3) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 377 Ib uplift at joint 4 and 369 Ib uplift at joint 3 4) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag Toads along bottom chord from 0 -0 -0 to 1 -10-7 for 160.4 plf 1� LOAD CASE(S) Standard • P0‘14 I EXPIRATION DATE: 12 / 31 / 04� JAN 2 9 ZOO' ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parometers shown, and Is for on Indivlduol bu2ding component to be installed and loaded �! vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Brocing shown Is for lateral ,I support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent �f�. 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 0ST -88 Quality Standard. DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, the a i«I.7.7co. 583 D'Onofrto Drive, Madison, WI 53719. & WELDING SUPPLY INC. i I BLOCK -P I 70 M NtJ ONO l , a ^ I Job Reference (ootional) , The Truss Co , Sumner WA / Eugene OR 5 200 5 Oct 21 2003 MITek Industries, Inc Thu Jan 29 13.19.48 2004 Pace 1 1-10.7 6.6 = t 4 . 410 r 2 I 1 W Scale = : • a 4 T1 1 WI I — ____I-- 5 5 ., ^ EV1 W 2 EV2 c Rip top chord to 0 -7 -8 1 B KI 1 2k4 11 1 1r4 = 1 1-10-7 Plate Offsets (X.Y1• [1.0 -4- 17.0 -2 -0). [2.0- 0- 2.0 -3 -Q1 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.24 Vert(LL) -0.00 4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.00 4 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0.19 Horz(TL) -0 00 3 n/a n/a ' BCDL 10 0 Code UBC97 /ANSI95 (Simplified) • Weight. 17 Ib LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing WEBS • 2 X 4 HFSPF Stud /STD 'Except' WCL2 2 X 4 DF Stud/Std, W1 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/0 -5-8, 3= 71/0 -5-8 Max Horz4 =67(load case 13) Max Uplift4=- 393(load case 10), 3=- 386(load case 13) Max Grav4 =423(Ioad case 7), 3 =411(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 132/131, 3 -5= -55/7, 2 -5= -55/0, 1 -4= -407/394 BOT CHORD 3 -4 =- 177/174 WEBS 1 -3 =- 484/488, 1 -5= -17/23 ; � \ 4 NOTES r ` 1 O/r 7111 1) This truss has been designed for the wind Toads generated by 80 mph winds al 25 ft above ground level, using 10.0 psf top chord dead Toad O- f; k- P— and 10.0 psf bottom chord dead Toad, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of a, �j / '� a lly 1 . \ dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If , t 0 ? ?.PE porches exist, they are exposed to wind The lumber DOL increase is 1 33, and the plate grip increase is 1 33 � 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16 -B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 Ib uplift at joint 4 and 386 Ib uplift at joint 3. // 4) This truss has been designed for a total drag Toad o1300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for ` I I� . N ; 160 4 p1f. \ r ► ` �� _ �/ / LOAD CASE(S) Standard ` • 0�� °Y 'EXPIRATION DATE: 12 / 31 i 0 ' JAN 2 9 2004 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. - . Design valid for use only with MtTek connectors This design Is based only upon parameters shown. and Is for an Individual building component to be Installed and loaded ,• vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral II j support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent -- bracing of the overall structure is the responsibility of the building designer For generot guidance regarding fabrication quality control, storage. delivery. erection and hei i�V.7.7co. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available frorn Truss Piote Institute. t t BUILDING SUPPLY INC. 583 D'Onofrlo Drive, Madison, WI 53719. • • BLOCK -P I BP71 I MONO TRUSS 2 I 1 I Job Reference faotionall The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13 19.50 2004 'age 1 1 -10 -7 6 x6 = il 4x1011 4 I 1 - - S�e =1•144 r NMI! Rip top chord to 0 -8 -8 110111.1.M11 , 1 2x4 11 1 -10 -7 '1x4 = 1 1 -10 -7 Plate Offsets (X.Y1: [1:0 -4- 12.0 -2 -0). 12.0- 0- 2.0 -3 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL In (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 24 Vert(LL) -0.00 4 >999 360 M1120 185/148 TCDL 10 0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0 19 Horz(TL) -0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD. Rigid ceiling directly applied or 6-0 -0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except* WCL2 2 X 4 DF Stud/Std, W1 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/0 -5 -8, 3= 71/0 -5-8 Max Horz 4= 67(Ioad case 13) Max Uplift4=- 393(Ioad case 10), 3=- 386(load case 13) Max Grav4= 423(load case 7), 3= 411(Ioad case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 132/131, 3-5= -55/7, 2 -5= -55/0, 1 -4 =- 407/394 BOT CHORD 3- 4=- 177/174 WEBS 1 -3 =- 484/488, 1 -5= -17/23 NOTES t 1,, I nnO ii 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead Toad , 7 ► � ry ' rr� ,, and 10.0 psf bottom chord dead Toad, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of s�G t N - / , dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If �µ ��I r i porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 s ` f 11822P s V 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads per Table No. 16 -6, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 Ib uplift at joint 4 and 386 Ib uplift at joint 3. I' II i 4) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for I/ ' 160.4 pi?. � + ' ' r LOAD CASE(S) Standard � ^f�� No\ EXPIRATION DATE: 12 / 31 / C'I 'JAN 2 9 2004 A WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. f Design valid for use only with MiTek connectors. This design h based only upon parameters shown, and Is for an tndrvldual building component to be Installed and loaded , . vertically. Applicability of design parameters 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 temporory bracing to Insure stability during construction h the responsibility or the erector. Additional permanent �f co. bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fobrication. quality control. storage. delivery. erection and bracing. consult OST -88 Ouolity Standard. DS8-89 Bracing Specification. and HI &91 Handling Installing and Brocrng Recommendation available from Truss Plate Institute, thel i�V.7a7 583 D'Onofrlo Drive. Madison, WI 53719. & BUILDING SUPPLY INC. ■ ( BLOCK -P I8P75 I MONO TRUSS t (Job Reference foobonall The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MITek Industries, Inc Thu Jan 29 13'19:52 2004 Page 1 1 1-10-7 3N6 11 3x6 li 2 1 .101 yr is Scale 3r4 - =1• T1 wt 6 4x6 II 4x4 II 5 E ✓1 ET2 e. Rip top chord to 0 -6 -8 w 2 i 81 1704 II 1-10-7 3x4 = 1 1-10-7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) t/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 0 90 TC 0.51 Vert(LL) -0 00 4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC . 0.19 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 17 Ib LUMBER BRACING TOP CHORD 2 X 8 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing WEBS 2 X 4 HFSPF Stud /STD 'Except' . WCL2 2 X 4 DF Stud/Std, W1 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/0 -5-8, 3= 71/0 -5-8 Max Horz4= 79(load case 4) - Max Uplift4= -479(load case 10), 3=- 473(load case 13) Max Grav4= 490(load case 7), 3= 479(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 149/146, 3 -6 =- 158/108, 2 -6 =- 158/108, 4 -5 =- 480/476, 1 -5 =- 169/118 BOT CHORD 3-4 =- 346/344 WEBS 3 -5 =- 504/508, 5 -6 =- 162/160 NOTES c ' fi 1 This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load Ali !C� r and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I. condition I enclosed building. of N dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If , :•; ` � E 4 V / / porches exist, they are exposed to wind The lumber DOL increase is 1 33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. . (I 1822PE r."- 3) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 479 Ib uplift at joint 4 and 473 Ib uplift at joint 3. 4) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0-0 to 1 -10 -7 for 160.4 p1f. t (1 / LOAD CASE(S) Standard 1 --. PoNiq EXPIRATION DATE: 12 i 31 I aid _ 'JAft 2 9 ZQQ ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Installed and loaded ,; vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral AI support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector Additional permanent .�f +� co. bracing of the overall structure Is the responsibility of the building designer For generol guidance regarding fabrication quality control. storage. delivery. erection and bracing, consult OST -88 Quality Standard. DSB -89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. the J, i�Y.7�7 583 D'Onolrlo Drive, Madison. WI 53719. & BUILDING SUPPLY INC. BLOCK -P I BP78 'MONO TRUSS 2 1 ,lob Reference (ontionall The Truss Co.. Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industnes, Inc Thu Jan 29 13.1054 2004 Page 1 1 1-10-7 4x5 =1 1 4x8 I I 2 1- u bU 1 1 Scale = 1 16 7 HI 5 EV1 EV • - W 2 r N B1 lk 1 2x4 11 1-10-7 3x4 = 1 1-10-7 Plate Offsets (X.Y): [1'0 -7- 12.0 -2 -0). [2.0- 0- 8.0 -1 -6J LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl lid PLATES GRIP TCLL 25.0 Plates Increase 0 90 TC 0 36 Vert(LL) -0.00 4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0 15 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0 24 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight. 16 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed . . BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS . 2 X 4 HFSPF Stud /STD 'Except' WCL2 2 X 4 DF Stud /Std, W1 2 X 4 DF Stud /Std . REACTIONS (lb /size) 4= 71/0 -5 -8, 3= 71/0 -5-8 , Max Horz4= 89(load case 13) Max Uplift4=- 552(load case 10), 3=- 546(load case 13) Max Grav4= 559(load case 13), 3= 543(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 259/256, 3- 5=- 58/13, 2 -5= -56/1, 1-4 =- 558/553 BOT CHORD 3-4 =- 295/293 WEBS 1- 3=- 626/631, 1- 5= -59/68 ■ 4. NOTES 1 1. f • +/f F 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load • . - !{ i and 10 0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of N , V �� dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If .t; - �I1 �' - porches exist, they are exposed to wind The lumber DOL increase is 1 33, and the plate grip increase Is 1.33 �.. 1 e22PE / 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97 r 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 Ib uplift at joint 4 and 546 Ib uplift at joint 3 4) This truss has been designed for a total drag Toad of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for list 160.4 plf r • ` J LOAD CASE(S) Standard �� i� / • P " EXPIRATION DATE: 12 / 31 / 0_+ :1 JAN 2 9 2004 ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors This design Is bosed only upon parameters shown, and is for on IndMdual building component to be Installed and loaded vertically Applicability of design parameters 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 responsibility of the erector Additionol permanent *�� co. bracing of the overall structure Is the responsibility of the building designer. For general guldonce regarding fabrication. quality control. storage. delivery. erection and bracing. consult QST -88 Quality Standard, DSB-89 Bracing Specification, and 1-11B-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. theTR�, 583 D'Onolrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. I BLOCK -P I BP79 I MONO TRUSS 1 2 I 1 Job Reference (optional) The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13 19 56 2004 Page 1 1-10-7 5x5 =1 1 4x8 II 2 1-1.02. u b0/12 Scale = 1 77 5 T1 Rip top chord to 0-4-8. 5 EV7 W 2 EV2 B1 1 ------ 12x4 11 1-10-7 3x4 =1 1-10-7 Plate Offsets (X.Y): [1:0 -2- 12.0 -2 -01. (2:0- 0- 8.0 -2 -8) LOADING (psf) SPACING 2 -0 -0 CSI DEFL In '(loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.37 Vert(LL) -0.00 4 >999 360 M1120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.00 4 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.00 3 Na n/a BCDL 10.0 Code UBC97 /ANSI95 - (Matrix) Weight: 17 Ib LUMBER BRACING TOP CHORD 2 X 6 HF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing WEBS 2 X 4 HFSPF Stud /STD 'Except' WCL2 2 X 4 DF Stud /Std, W1 2 X 4 DF Stud/Std . REACTIONS (Ib /size) 4= 71/0 -5 -8, 3= 71/0 -5 -8 Max Horz4= 92(load case 13) Max Uplift4=- 569(load case 10), 3=- 563(load case 13) Max Grav4= 577(load case 13), 3= 560(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 258/255, 3 -5 =- 59/16, 2 -5= -56/1, 1-4 =- 576/571 BOT CHORD 3-4 =- 297/295 . WEBS 1 -3 =- 640/646, 1 -5= -61/64 .. NOTES rt1.4!llf........\\ � .7, ! 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead load i �� and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of fj dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are exposed to wind. The lumber DOL increase is 1 33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16- B,'UBC -97. rr i le r 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 Ib uplift at joint 4 and 563 Ib uplift at joint 3. r - 4) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for , 160.4 pit. 0 � LOAD CASE(S) Standard 4 ,.. l3 11 VA1Plin __ ti t. 112g 31t Di I ' JAN 2 9 2004 ® WARN - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. j Design valid for use only with MITek connectors This design Is based only upon parameters shown. and Is loran individual building component to be Installed and loaded verticolly Applicability of design parameters 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 responsibility of the erector. Additional permanent . /,' i bracing Of the overall structure Is the responsibility of the building designer For generol guidance regarding fabrication, quality control, storage, delivery, erection and ` LLi @U$$CO. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation ovoilable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. & BUDDING SUPPLY INC. oLU1.n•r tlNtfU 1 41UNU I KUJJ I 2 1 Job Rpfprence footionall The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13 19:58 2004 Page 1 1-10.7 5x5 = 1 1 1 2 I 1- r- . '' Scale = 1 17 5 11 ■ ►t ►t =t �t 1-10-7 3x4 = 1 1 2x4 II 1 -10 -7 Plate Offsets (X.Y1: [1:0 -2- 12.0 -2 -0]. 12•0- 0- 8.0 -2 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.37 Vert(LL) -0.00 4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0 00 4 >999 240 . BCLL 0.0 Rep Stress Incr YES WB 0 25 Horz(TL) -0.00 3 Na n/a , BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight. 17 Ib LUMBER BRACING TOP CHORD 2 X 6 HF N0.2 TOP CHORD Sheathed BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS - 2 X 4 HFSPF Stud /STD 'Except' WCL2 2 X 4 DF Stud /Std, W1 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/0 -5-8, 3= 71/0 -5-8 Max Horz4= 92(load case 13) Max Uplift4=- 569(load case 10), 3=- 563(load case 13) Max Grav4= 577(load case 13), 3= 560(load case 10) - I FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 258/255, 3 -5 =- 59/16, 2 -5= -56/1, 1-4 =- 576/571 BOT CHORD 3 -4 =- 297/295 WEBS 1 -3 =- 640/646, 1- 5= -61/64 nn NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load ' N. - r�1 and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of s C 1 ` j r ` f / dimensions 116 H by 120 It with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If �* porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 182 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC-97 li: 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 Ib uplift at joint 4 and 563 Ib uplift at Joint 3. 4) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10-7 for 160 .4p1f �r� , p•. i LOAD CASE(S) Standard PC ... I mo. [i1 JAN 19 200 A WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Brocing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent f�f'f bracing of the overall structure Is the responsibility of the building designer For general guldonce regarding fabrication quality control, storage. delivery. erection and tn.. e . i i� bracing. consult QST -88 Quality Standard, DSB -89 Brocing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. u a V �7�7 583 D'Onofrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. • bLt, K - I 8P81 'MONO TRUSS 12 I 1 l Job Reference (ootionall The Truss Co., Sumner WA / Eugene OR 5.200 s Oct 21 2003 MiTek Industries, Inc. Thu Jan 29 13:20:00 2004 Page 1 1.10.7 5x5 =1 1 4x8 11 2 ipi- ueu112 12 Scale =1181 T1 Rip top chord to 0 -6 -8. s EV1 W 2 EV2 ' v 81 1 2x4 11 1 -10 -7 3x4 = 1 -10 -7 Plate Offsets (X.Y). [1 :0 -2- 12.0 -2 -0). [20- 0- 8.0 -7 -8) • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/den L/d PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0.38 Vert(LL) -0.00 4 >999 360 M1120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0 15 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0 25 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 19 Ib LUMBER BRACING TOP CHORD 2 X 8 DF No 2 TOP CHORD Sheathed •. BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS • 2 X 4 HFSPF Stud /STD 'Except* WCL2 2 X 4 DF Stud /Std, W1 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/0 -5-8, 3= 71/0 -5-8 Max Horz 4= 94(load case 12) Max Uplift4=- 585(load case 10), 3=- 579(load case 13) Max Grav4= 593(load case 13), 3= 576(load case 10) FORCES (Ib) - Maximum Compresston/Maximum Tension TOP CHORD 1- 2=- 255/252, 3 -5 =- 60/18, 2- 5= -56/1, 1- 4=- 592/586 BOT CHORD 3 -4 =- 299/297 WEBS 1- 3=- 655/661, 1 -5= -60/62 NOTES , 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load ( • � 6 and 10.0 psf bottom chord dead load, 100 mi from hurricane' oceanline, on an occupancy category I, condition I enclosed building. of N 6- dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind The lumber DOL increase is 1.33, and the plate grip increase is 1.33 11822P e 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC -97. �� 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 Ib uplift at joint 4 and 579 Ib uplift at Joint 3 I 4) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for 160.4 plf. p • LOAD CASE(S) Standard • • • l `_ O CE PIRATION DATE: 12 / 31 ! I)I JAN 2 9 2004 • ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is based only upon porameters shown. and Is for on IndMdual building component to be installed and loaded • ,: verticoly. Applicability of design porameters 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 responsibility of the erector. Additional permanent !,! brocing of the overall structure Is the responsibility of the building designer. For general guidance regording fabrication, quality control, storoge. delivery. erection and theTR V �7r7co. bracing. consult QST -88 Quality Standard, DSB -89 Bracing Spectflcation, and HIB -91 Handling Installing and Bracing Recommendation avollobie from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. 3LOCK •P I BP82 (MONO TRUSS I2 I 1 IJob Reference (optional) The Truss Co., Sumner WA / Eugene OR 5 200 s Oct 21 2003 MiTek Industries. Inc Thu Jan 29 13:20:02 2004 Page 1 1 1-10-7 6x6 1 4x10 It 1 2 ubu 1L Scale =1189 T1 w1 Rip top chord to 0 -7 -8 n ' EVt EV r W 2 B1 1 2x4 II 1 1-10-7 3x4 = 1 -10 -7 Plate Offsets (X.Y). f 1:0-4- 12.0 -2-0). LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 0.90 TC 0 40 Vert(LL) -0 00 4 >999 360 MI120 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight: 20 Ib LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS ' 2 X 4 HFSPF Stud /STD *Except' WCL2 2 X 4 DF Stud/Std, W1 2 X 4 DF Stud /Std - REACTIONS (lb /size) 4= 71/0 -5-8, 3= 71/0 -5 -8 • Max Horz4= 97(load case 4) Max Uplift4=- 604(load case 10), 3=- 598(load case 13) Max Grav4= 611(load case 13), 3= 594(Ioad case 10) FORCES (Ib) - Maximum Compresslon/Maximum Tension TOP CHORD 1- 2=- 252/248, 3 -5 =- 61/20, 2 -5= -56/1, 1 -4 =- 610/605 BOT CHORD 3 -4 =- 301/299 WEBS 1 -3 =- 673/679, 1 -5= -59/60 NOTES 'Q\ �iW .. L 4 (( \� 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load . and 10.0 psf bottom chord dead load, 100 mi from humcane oceanline, on an occupancy category 1, condition 1 enclosed budding, of ' F ,\ dimensions 116 (1 by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are exposed to wind The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �' , 2LpE 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads per Table No. 16 -0, UBC -97. I / 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 604 Ib uplift at joint 4 and 598 Ib uplift at joint 3 4) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0-0 to 1 -10 -7 for 160.4 plf. ■[ 1 J LOAD CASE(S) Standard I ELF)FII+37O DATE: 12:3 i' JAN 2 9 2004• • ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design valid for use only with MITek connectors. This design Is bused only upon parameters shown, and Is for an Individual building component to be Installed and looded I vertically. Applicability of design parameters 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 responsibility of the erector. Additional permanent n! *�,� bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication, quality control storage. delivery, erection and the i�a SSCO. bracing. consult QST •88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute. 583 D'Onolrio Drive, Madison, WI 53719. & BUILDING SUPPLY INC. I BLOCK -P IBP83 I MONO TRUSS I 2 1 I The Truss Co , Sumner WA / Eugene OR I Lob Reference (oouonall 5.200 s Oct 21 2003 MiTek Industries, Inc Thu Jan 29 13.20:04 2004 Page 1 1-10-7 6x6 = 1 4x10 II 2 1- 0>9 12 Scale= 1 189 71 — W1 i I Rip top chord to 0-8-8 s ., -' Ev1 EV2 h v W 2 0 B1 1 2x4 II 1-10-7 3x4 = 1-10-7 Plate Offsets (X.Y1: f1:0 -4- 17,0 -7 -0j. [ 0- 2.0 -3 -0) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 0 90 TC 0.40 Vert(LL) -0.00 4 >999 360 MII20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0 00 4 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.26 Horz(TL) -0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) Weight 20 Ib LUMBER BRACING TOP CHORD 2 X 10 DF No.2 TOP CHORD Sheathed BOT CHORD 2 X 4 HFSPF Stud /STD BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing WEBS 2 X 4 HFSPF Stud /STD 'Except' WCL2 2 X 4 DF Stud /Std, W1 2 X 4 DF Stud /Std REACTIONS (Ib /size) 4= 71/0 -5-8, 3= 71/0 -5-8 Max Horz 4= 97(load case 4) Max Uplrft4=- 604(load case 10), 3=- 598(load case 13) Max Grav4= 611(load case 13), 3= 594(load case 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 252/248, 3 -5 =- 61/20, 2 -5= -56/1, 1-4 =- 610/605 BOT CHORD 3 -4 =- 301/299 WEBS 1 -3 =- 673/679, 1 -5= -59/60 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load r� I O ( ; ' r ' , • and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of �1 , � dimensions 116 H by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If ` ,'� �' [ N F r ,;/..,,, , porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16 -B, UBC-97 `.. (id, ' 18 2P P 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 604 Ib uplift at joint 4 and 598 Ib uplift at joint 3. / 4) This truss has been designed for a total drag load of 300 Ib Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for 160.4 p11. (VIA' E6 / ON / LOAD CASE(S) Standard 0A ` �� ` ! / 1EXP[APT[CN DATE: — 12/ 31.i 041 AN 2 9 2004. , ® WARNING - VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES BEFORE USE. Design volid for use only with MITek connectors This design Is based only upon parameters shown. and Is for an Individual building component to be installed and loaded , vertically. Applicability of design parameters 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 responslblllty of the erector Additional permanent II i bracing of the overall structure Is tho responsibility of the building designer For general guidance regarding fabrication, quality control, storage, delivery, erection and aLy., *�.�. bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 111eTR 583 D'Onofrlo Drive. Madison, WI 53719. -- & BUILDING SUPPLY INC BLOCK -P I BP94 I ROOF TRUSS 15 I 1 i Job Reference looti:all The Truss Co , Sumner WA / Eugene OR 5 200 S Oct 21 2003 MWTek Indus -es, Inc. Thu Jan 29 13 20:06 2004 Page 1 1 3x5 =1 2x4 II 1 1-10-7 2 • 1 Scale = 1 31 2 wal ■ -r• rr.� ;;;;;•;•::::::::::::::::::: 00000040•.O•i ?x4 11 1 -10 -7 3x6 'F 1 -10 -7 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25 0 Plates Increase 0 90 TC 0 82 Vert(LL) n/a - n/a 999 MI120 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.13 Vert(TL) n/a • n/a 999 BCLL 0.0 Rep Stress Incr - YES WB 0.99 Horz(TL) 0 00 3 n/a n/a BCDL 10.0 Code UBC97 /ANSI95 (Simplified) Weight: 29 Ib LUMBER BRACING TOP CHORD 2 X 4 DF Stud /Std TOP CHORD Sheathed BOT CHORD 2 X 4 DF Stud /Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS - 2 X 4 DF Stud /Std WEBS 1 Row at midpt 1-4 See "Web Brace Memo" for REACTIONS (lb /size) 4= 71/1 -10 -7, 3= 71/1 -10 -7 required T -Brace Condition Max Horz4=187(load case 4) Design of all continuous Max Uplift4=-1343(load case 10), 3=- 1343(load case 13) g Max Grav4= 1375(load case 13), 3= 1375(load case 10) lateral bracing is by others. FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 - 4 = - 1359/1359, 1 -2 =- 173/174, 2- 3 = -55/0 BOT CHORD 3-4 =- 266/267 WEBS 1- 3=- 1403/1403 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 10 0 psf top chord dead bad r ,,- �--�., • and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of �� dimensions 116 ft by 120 ft with exposure B ASCE 7 -93 per UBC97 /ANSI95 If end verticals or cantilevers exist, they are exposed to wind If /N...' " 1 N ` , � porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1 33 C � e 2) Provide adequate drainage to prevent water ponding. j1 � ' 3) Gable requires continuous bottom chord bearing. . 11822PE / " 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16 -B, UBC-97. ` 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1343 Ib uplift at joint 4 and 1343 Ib uplift at joint 3 1 6) This truss has been designed for a total drag load of 300 Ib. Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 1 -10 -7 for 4 i 160.4 p1f ft!, At At II •' ;; i LOAD CASE(S) Standard '�.:_+�,,.ti' EXPIRATION DATE_ 12 317 JAN 2 9 2004 1 ® WARNING — VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS AND TRUSS DRAWING NOTES 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 to be Irstalled and loaded , : vertically Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer Bracing shown Is for lateral „? I support of Individual web members only Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent *�� bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage. delivery. erection and the V a7Jco. bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Handling Installing and Bracing Recommendotion available from Truss Pate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. & BUILDING SUPPLY INC. 1 Similar trusses Mega Pacific Co. B.A.P.S. 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