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Fri Dec 05 12:39:09 2003 Page 1 , - 1 -2 -8. _ 5 -2 -12 10-2-0 _�— 14 -2 -8 19-0 -8 23 -5-6 i 28 -1 -12 _ 1 -2 -8 5-2-12 4 -11-4 4 -0 -8 4-10-0 4-4-14 4-8-6 5x5 = Scale = 1:58.3 , 7.00112 7 4x5 -i 1 3x5 J i 3x6 6 3x6- e 8 1 5 9 ,.� rJ 3x5 ---; 4° \ o '' 3x5 A40,010iiihii,„ 4 1 0 14° Allill 4 11 1 .�' 5x = = T 1 12 � c1 2 Q 1 �i ■ 15 2x4 , 1v ° 4x8 1 4x4 4x5 ° 3x6 17 16 5.00 12 5x8 II 2x4 11 5x8 = 0 1-8 5-2 -12 1 9 -11-4 10 -0 14-2 -8 1 19-0-8 1 23-5 -6 1 28 -1 -12 1 0-1-8 5-1-4 4-8-8 0 -2 -12 4-0-8 4-10-0 4-4 -14 4-8-6 Plate Offsets (X,Y): [2:0 -0-0,0 -0-0], [2:0- 5 -0,0- 1 -15], [4:0 -0-0,0 -0-0], [5:0 -0-0,0 -0-0], [6:0 -0- 0,0 -0-0], [7:0 -0-0,0 -0-0], [12:0 -3 -0,0-2 -0], [16:0 -5- 12,0 -2-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.13 13-14 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.18 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.14 12 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 131 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4 -1 -13 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 4 -11-8 oc bracing. WEBS 2 X 4 SPF No.3 WEBS 1 Row at midpt 6 -16, 8 -15 SLIDER Left 2 X 6 SPF 1650F 1.4E 3-0-3, Right 2 X 6 SPF 1650F 1.4E 2 -9 -14 REACTIONS (Ib/size) 16= 2332/0 -5-8, 2= 14/0 -3-0, 12= 554/0 -2 -12 Max Horz 2= 280(load case 5) Max Upliftl6=- 242(load case 6), 2=-550 (load case 3), 12=- 147(load case 7) Max Grav 16= 2332(load case 1), 2= 567(load case 2), 12= 762(load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/33, 2 -3 =- 356/1156, 3-4 =- 175/1182, 4-5 =- 3/1394, 5-6= 0/1433, 6 -7 =- 64/478, 7-8= 0/572, 8 -9 =- 641/117, 9 -10 =- 854/105, - 10 - 11=- 1677/308,11 -12 =- 1846/289 BOT CHORD 2 -17 = 955 -17 =- 955/212,15 -16 =- 1391/261, 14-15=0/743, 13-14=-183/1492, 12-13=-184/1473 WEBS 4-17= 0/130, 4-16 =- 709/186, 6 -16 =- 1509/160, 6 -15 =- 10/1323, 7 -15 =- 782/0, 8 -15 =- 1394/169, 8 -14= 0/895, 10- 14=- 690/262, 10 -13 =0/75 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 1I; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. W11111111/ 5) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify \ N 5) S C O NS 77 capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. �,.. ��/ � 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 Ib uplift at joint 16, 550 Ib uplift at jot t 2 ' ,: \* - and147Ibupliftatjoint12. . XUE ANG LOAD CASE(S) Standard / L U :, —'t 35 6 • CC- • T. U :LU y'K„.,%. MO -- - December 9,2003 _ ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 moo em® 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 MI regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 k�// Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MITef�® .Job Truss 7 - — — — — — Truss Type Qty Ply 8 - Fatuity apt. 1 15844302 30689 i B1AE I ROOF TRUSS 12 I 1 ; Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:10 2003 Page 11 1 -2 -8._ 4 -2 -8 10 -2 -0 14-2-8 19-0-8 23 -5-6 28 -1 -12 1 -2 -8 4 -2 -8 5 -11-8 4 -0-8 4 -10 -0 4-4-14 4-8 -6 Scale = 1:56.9 5x5 = 7 7.00 :12 2x4 2x4 I'. ! 6x5 2x4 11 5x5 6 � 3x5 8 5x5 J 5 1 o* s 2x4 11 lib or 3x4 3x4 i 3x5 - ,l�, 3x5 �� ;:. 2x4 II 4 P � � - 10 3 ,- a 11 14 33 _ ,0* 11 o GS 5x8 = I,p 1 13 2 G y r 2x4 II 2x4 II \ L y J ` +l16y 2x 4 11 15 2x4 II � ^ z. * 4x10 o 3 " I I 2x4 I 17 2x4 I 5.00 12 3x5 0 -� 16 4x12 2x4 6x8 MI I18H = 1 . 1 -2- 4 -2-8 1 10-2-0 1 14 -2-8 1 19-0 -8 1 23-5 -6 1 28 -1 -12 1 1 -2 -8 4-1-0 5-11-8 4-0-8 4 -10-0 4-4 -14 4 -8-6 0-1-8 Plate Offsets (X,Y): [2:0- 2- 8,0 -1-8], [5:0 -1- 12,0 -3-0], [9:0- 2- 8,0 -3 -0], [12:0 -2- 13,0 -1 -9], [16:0 -5- 12,0 -2-8], [22:0 -1- 12,0 -1 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.14 13 -14 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.23 13-14 >944 180 MII18H 141/138 BCLL 0.0 Rep Stress Ina NO WB 0.85 Horz(TL) 0.18 12 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 149 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Sheathed or 4 -0-13 oc purlins. 5-7 2 X 4 SPF 1650F 1.4E, 7 -9 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 3-8 -1 oc bracing. BOT CHORD 2 X 4 SPF No.2 *Except' WEBS 1 Row at midpt 4 -16, 6 -16, 7 -15, 8 -15 2-16 2 X 4 SPF 2400F 2.0E WEBS 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 SLIDER Right 2 X 4 SPF No.2 2 -7 -14 REACTIONS (Ib /size) 2= 13/0 -3 -0, 16= 3749/0 -5-8, 12= 542/0 -2 -12 Max Horz 2= 269(load case 5) Max Uplift2=- 565(load case 3), 12=- 91(load case 7) Max Grav2= 600(load case 2), 16= 3755(load case 3), 12 =742(load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/34, 2 -3 =- 344/1440, 3-4 =- 42/1508, 4-5= 0/2184, 5-6= 0/2259, 6 -7= 0/764, 7-8= 0/873, 8 -9 =- 689/0, 9 -10 =- 940/0, 1 0 -11 =- 1958/157,11 -12 =- 2149/142 I BOT CHORD 2- 17=- 1219/212, 16 -17 =- 1219/212, 15- 16=- 2156/0, 14- 15= 0/830, 14- 33=- 43/1870, 13- 33=- 65/1832, 12 -13 =- 71/1838 1 WEBS 4 -17= 0/315, 4 -16 =- 1223/0, 6 -16 =- 2384/0, 6 -15= 0/1917, 7 -15 =- 1185/0, 8 -15 =- 1698/0, 8 -14= 0/1083, 10 -14 =- 983/422, 10-13 =0/65 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.opsf; BCDL =5.0psf; Category ll; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. ` 101111i/ 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), `\.A4.. '\ `S C O N. /,' consult building architect or engineer. 3) TCLL: ASCE 7 -98; Pf=30.0 psf (roof snow); Exp C; Fully Exp. ; ; • // 4) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads.. • •••••� 5) All plates are MI120 plates unless otherwise indicated. / XUE ANG y 6) Gable studs spaced at 2 -0-0 oc. % • • _ • 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/I 1 -1995 angle to grain formula. Building designer should verify . [[= capacity of bearing surface. ; : • : Luz 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. •••! i T. LO IS S = • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 Ib uplift at joint 2 and 91 Ib uplift at joint '' 12. �,�: ' MO • 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8 has /have been modified. Building designer must review loads to verify that they are correct for the 00/1 1. ' "' • ••• " �� intended use of this truss. i�/ 11 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as frgfit (F) or back (B). 1 ! t { t 11 Continued on . 2 December 9,2003 ge ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 ...IN.® installed and loaded vertically. Applicability of design parameters and proper incorporation of component is respo)5sibility 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 Mil regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, M ITek Job Truss Truss Type lOty !Ply 8 - Family apt. 1 15844302 30689 B1AE ROOF TRUSS 12 1 Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:10 2003 Page 2 LOAD CASE(S) Standard • 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -80, 2- 7=- 115(F = -35), 7- 9=- 115(F = -35), 9- 12 =-80, 2- 16=- 55(F = -35), 14- 16=- 55(F = -35), 14- 33=- 55(F = -35), 12- 33 = -20 • 2) Unbal.Snow -Left: Lumber Increase =l -15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -2= -120, 2- 7=- 155(F = -35), 7- 9=- 55(F = -35), 9- 12 = -20, 2- 16=- 55(F = -35), 14- 16=- 55(F = -35), 14- 33=- 55(F = -35), 12- 33 = -20 l 3) Unbal.Snow- Right: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 = -20, 2- 7=- 55(F = -35), 7- 9=- 155(F = -35), 9 -12 =- 120, 2- 16=- 55(F = -35), 14- 16=- 55(F = -35), 14- 33=- 55(F = -35), 12- 33 = -20 4) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 I Uniform Loads (plf) Vert: 1 -2 =6, 2- 7=- 49(F = -35), 7- 9=- 17(F = -35), 9- 12 =18, 2- 16=- 45(F = -35), 14- 16=- 45(F = -35), 14- 33=- 45(F = -35), 12- 33 = -10 Horz: 1- 2 = -16, 2 -7 =4, 7 -12 =28 5) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =11, 2- 7=- 17(F = -35), 7- 9=- 49(F = -35), 9- 12 = -14, 2- 16=- 45(F = -35), 14- 16=- 45(F = -35), 14- 33=- 45(F = -35), 12- 33 = -10 Horz: 1- 2 = -21, 2- 7 = -28, 7 -12 =-4 6) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =48, 2- 7=- 3(F = -35), 7- 9=- 21(F = -35), 9- 12 =14, 2- 16=- 45(F = -35), 14- 16=- 45(F = -35), 14- 33=- 45(F = -35), 12- 33 = -10 Horz: 1- 2 = -58, 2- 7 =-42, 7 -12 =24 7) MWFRS 2nd Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1 -2 =8, 2- 7=- 21(F = -35), 7- 9=- 3(F =-35), 9- 12 =32, 2- 16=- 45(F =-35), 14- 16=- 45(F = -35), 14- 33=- 45(F =-35), 12- 33 = -10 Horz: 1- 2 = -18, 2- 7 = -24, 7 -12 =42 8) IBC Snow on Overhangs: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -2= -140, 2- 7=- 55(F = -35), 7- 9=- 55(F = -35), 9- 12 = -20, 2- 16=- 55(F = -35), 14- 16=- 55(F = -35), 14- 33=- 55(F =-35), 12- 33 = -20 WARNING Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 bracing, consult QST-88 Quality Standard, DSB -89 Bracing Specification, and HIB-91 M jTe (® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type I Qty 'Ply 8 - Family apt. 1 15844303 30689 B1B !ROOF TRUSS 14 1. :Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:10 2003 Page,1 -1 -2 -8 -- -. __. 4-8-8 _ : 9 -11-4 I 1 -2 -8 4 -8-8 5 -2 -12 Scale = 1:22.6 5x5 = 4 , V 7.00 r12 1 3 / I I ,r) 2 5 I7- 1 1N 4x4 II 6 �1 , , 3 3 x 8 I I 2x4 I I 4x5 = ° 1 1 1 8 4 -8-8 I 9 -11-4 I 0-1-8 4-7 -0 5-2 -12 Plate Offsets (X,Y): [2:0 -0-0,0 -0-0], [2:0- 5-0,0- 1 -15], [4:0 -0- 0,0 -0-0], [5:0 -0- 6,0 -0-9] LOADING (psf) 1 SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.06 5 -6 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.08 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 35 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SPF No.3 SLIDER Left 2 X 6 SPF 1650F 1.4E 2-8 -9 REACTIONS (Ib /size) 5= 484/0 -3-4, 2= 593/0 -3-0 Max Horz2= 106(load case 5) Max Uplift5=- 76(load case 7), 2=- 135(load case 6) Max Grav5= 572(load case 3), 2= 708(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/33, 2- 3=- 628/93, 3- 4=- 459/112, 4- 5=- 652/97 BOT CHORD 2 -6 =- 35/437, 5-6 =- 35/437 WEBS 4-6 =0/141 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint 5 and 135 Ib uplift at joint 2. LOAD CASE(S) Standard .0.\\ % 1 C O I I I *, * XUE ANG Lf -1 I 35 CC - I T.L . �`�;' • :'�' MO ' - I . '� `s �d N AL � ? ` � ' r7 ►11 t WO December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 hill 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. 583 D'Onofrio Drive, Madison, WI 53719. MlTQ L V i Job Truss - - -- — --- _ -_ __... - -- - -- - -- - - -- - - - - -- _ _. Truss Type Qty Ply - 8 Family apt. 1 1584430 4304 :30689 B1BE I ROOF TRUSS i2 1 :Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:11 2003 Page 1 -1-2-8 -_- 4 -8-8 9-11-4 1 -2 -8 4 -8 -8 5-2 -12 Scale = 1:22.6 5x5 = 4 , 2x4 II 7.00 12 2x4 II i 3 r w A V r l I I 1 111 0 2 5 irl i All% 17; I. 4 4x4 2x4 II 6 2x4 I. 0 3x8 I I 2x4 I I 4x5 01)8 4-8-8 1 9-11-4 1 0-1-8 4-7-0 5-2 -12 Plate Offsets (X,Y): [2:0- 5 -0,0-1- 15),[5:0- 1- 2,0 -1 -12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.55 Vert(LL) - 0.06 5-6 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.11 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight 39 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5 -2-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 SLIDER Left 2 X 6 SPF 1650F 1.4E 2-8 -9 REACTIONS (lb /size) 5= 679/0 -3-4, 2= 814/0 -3-0 Max Horz2= 106(load case 5) Max Grav5= 766(load case 3), 2= 929(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/38, 2- 3=- 858/0, 3-4 =- 647/0, 4-5= -884/0 BOT CHORD 2- 6= 0/614, 5-6 =0/614 WEBS 4-6 =0/254 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 4) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 5) Gable studs spaced at 2 -0-0 oc. 6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8 has/have been modified. Building designer must review loads to verify that they are correct for the ```. • C ©NS / i intended use of this truss. 7) In the LOAD CASE(S) section, loads applied to the face.of the truss are noted as front (F) or back (B). ; • " . : v ,e, i LOAD CASE(S) Standard ; •' � G • . 14! i 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 �( - Uniform Loads (plf) I _ Vert: 1-4=-100(F=-20), 4- 5=- 100(F = -20), 2-5=-40(F=-20) ) 3 % CC ` , 2) Unbal.Snow -Left: Lumber Increase =1.15, Plate Increase =1.15 / ST. LOUIS ° LL! Uniform Loads (plf) r Vert: 1- 4=- 140(F = -20), 4- 5=- 40(F = -20), 2- 5=- 40(F = -20) i MO • f N. TG. ‘� Continued on page 2 , / /I � N AL t � December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 nor 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 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. M ITe� . Job , Truss Truss Type Qty ' Ply ; 8 - Family apt. 1 15844304, . 30689 B 1 BE ROOF TRUSS 2 1 .'Job Reference (optional) 520 , - Olympic Building Components, Jackson, Wisconsin 53037 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:11 2003 Page i2 LOAD CASE(S) Standard .3) Unbal.Snow- Right: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4=- 40(F = -20), 4- 5=- 140(F = -20), 2- 5=- 40(F = -20) 4) MWFRS Wind Left: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2=- 14(F = -20), 2- 4=- 34(F = -20), 4- 5=- 2(F = -20), 2- 5=- 30(F = -20) Horz: 1- 2 = -16, 2-4 =4, 4 -5 =28 5) MWFRS Wind Right: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2=- 9(F = -20), 2 -4=- 2(F = -20), 4- 5=- 34(F = -20), 2- 5=- 30(F = -20) Horz: 1- 2 = -21, 2- 4 = -28, 4-5=-4 6) MWFRS 1st Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2= 28(F = -20), 2- 4= 12(F = -20), 4- 5=- 6(F = -20), 2- 5=- 30(F = -20) Horz: 1- 2 = -58, 2 -4=-42, 4 -5 =24 7) MWFRS 2nd Wind Parallel: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 2=- 12(F = -20), 2 -4=- 6(F = -20), 4- 5= 12(F = -20), 2- 5=- 30(F = -20) Horz: 1- 2 = -18, 2- 4 = -24, 4 -5 =42 8) IBC Snow on Overhangs: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2=- 160(F = -20), 2- 4=- 40(F = -20), 4- 5= -40(F = -20), 2- 5=- 40(F = -20) Job Truss Truss Type Qty I Ply 8 - Family apt. 1 15844305 '30689 .B1G 1ROOF TRUSS 12 2 Job Reference (optional) Olympic'Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:12 2003 Page 1 4 -11 -3 9-6-13 14 -2 -8 18-9 -0 4-11-3 4 -7 -11 4 -7 -11 4 -6-8 5x5 = Scale = 1:57.2 I I 6 • 7.00 r12 3x5 � 5x5 ' 7 3x6 5 414,4 I r -, 3x5 - 2 . q ■ di A LT) 2 ' o. ■:HommnimimmIlm u 4x5 0 t 4x8 = 11 10 12 13 9 14 8 4x5 i 2x4 II 8x8 = THD26 10x10 = THD26 3x4 II THD26 THD26 THD26 0-Q-8 4 -11 -3 I 9-6 -13 I 14 -2-8 I 18-8 -8 189-0 0-0-8 4 -10-11 4 -7 -11 4-7 -11 4-6-0 0-0-8 Plate Offsets (X,Y): [1:0 -0- 12,0- 1 -12], [10:0- 4 -0,0 -4-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.07 9 -10 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.12 9 -10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 244 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-5-7 oc purlins, except end verticals. BOT CHORD 2 X 6 SYP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SPF No.3 *Except* WEBS 1 Row at midpt 7-8 6-9 2 X 4 SPF No.2, 7-8 2 X 4 SPF No.2 SLIDER Left 2 X 6 SPF 1650F 1.4E 2 -9 -0 I REACTIONS (Ib /size) 1= 2390/0 -5-8, 8= 5859/0 -5-8 Max Horz 1= 372(load case 5) Max Upliftl=- 403(load case 6), 8=- 1014(load case 6) Max Grav 1= 2705(load case 2), 8= 5859(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 4124/602, 2- 3=- 3979/625, 3-4=-3972/649, 4-5 =- 3886/664, 5-6 =- 2569/494, 6- 7=- 2432/519, 7-8 =- 4108/759 BOT CHORD 1- 11=- 618/3322, 10 -11 =- 618/3322, 10- 12=- 610/3356, 12- 13=- 610/3356, 9 -13 =- 610/3356, 9- 14=- 66/76, 8- 14= -66/76 WEBS 3-11 =- 320/110, 3-10 =- 185/386, 5 -10 =- 270/1738, 5-9 =- 2071/435, 6- 9= 402/2121, 7- 9=- 583/3522 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. 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. ‘ 011 i 111 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MW FRS gable end zone; cantilever left and 0 rte G d N // right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. ♦♦♦ w` \ ........... S' /A./e� 4) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. V" 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 Ib uplift at joint 1 and 1014 Ib uplift at joi- .. 14 '• * i 8. XU AG 6) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2 -2 -12 oc max. starting at 10-4 -8 from the : I _ left end to 18 -7-4 to connect truss(es) (1 ply 2 X 4 SPF) to back face of bottom chord. .: ] It- 7) Fill all nail holes where hanger is in contact with lumber. i i w:- ii " '3 j if1z:- LOAD CASE(S) Standard **:„ MO : •• '`` 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 ��., I Continued on page 2 / /� `��♦ December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 ■is.® 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 MI regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 M iTek® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job Truss I Truss Type lOty !Ply 18 - Family apt. 1 • 15844305 ;30689 IB1G I ROOF TRUSS 2 Job ReferenceloptionaI) • Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:12 2003 Page,2 • LOAD CASE(S) Standard I Uniform Loads (plf) Vert: 1- 6 = -80, 6- 7 = -80, 1 -8 = -20 • Concentrated Loads (lb) • Vert: 6=- 1282(B)9=- 1282(B) 12=- 1282(B)13=- 1282(B)14=- 1282(B) I ' I 1 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is tor an individual building component to be is=mm® installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss MII 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, duality control, storage, delivery, erection and bracing, consult QST - Quality Standard, DSB - Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITek/ � Job Truss I Truss Type I Qty I Ply 8 - Family apt. 1 15844306, 130689 'C1 'I ROOF TRUSS ,20 1• I Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:12 2003 Pagel 6-8-8 13-1 -9 19-6-9 26-3-2 6-8-8 6 -5-0 6-5-0 6-8-9 3x5 -- Scale = 1:81.2 6 6.00112 /� 3x5 1 1 5 i 3x6 G I;-,\j 3x6� 9 a � 3.�4 \. 3x4 \ 5x10 — 14\1. ' N 4 i 5 %6 = `��_` CY 1 0 8 - -\ : 8x8 3x4 , 11 7 3x4 II 3.00 12 3x8 6-8-8 13 -2 -13 19-6-9 26-3 -2 6-8-8 6-6-5 6-3-12 6-8-9 Plate Offsets (X,Y): [6:0 -0- 12,0 -1 -8], [9:0- 3- 0,0 -2-8] LOADING (psf) SPACING 2 -0-0 I CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.18 9 -10 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.33 9 -10 >940 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.21 7 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 144 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Sheathed or 3-8 -5 oc purlins, except end verticals. 1-3 2 X 4 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 7 -10 -10 oc bracing. BOT CHORD 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt 4-8 9 -11 2 X 4 SPF 1650F 1.4E 2 Rows at 1/3 pts 6 -7, 5-7 WEBS 2 X 4 SPF No.3 *Except* 6-7 2 X 6 SPF 1650F 1.4E, 4-8 2 X 4 SPF No.2, 5-8 2 X 4 SPF No.2 5-72 X4 SPF No.2,1 -11 2 X 6 SPF 1650F 1.4E REACTIONS (Ib /size) 7= 1290/0 -3-8, 11= 1290 /Mechanical Max Horz 11= 581(load case 3) 4"" Max Uplift7=- 351(load case 4), 11=- 207(Ioad case 4) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 3045/609, 2- 3=- 2461/461, 3-4 =- 2254/476, 4 -5 =- 947/208, 5-6 =- 174/146, 6 -7 =- 233/98,1 -11 =- 1348/332 BOT CHORD 10- 11=- 608/592, 9- 10=- 729/2709, 8 -9 =- 535/2217, 7-8 =- 245/785 WEBS 2 -10 =- 168/109, 2 -9 =- 516/255, 4- 9=- 249/1388, 4-8 =- 1849/509, 5-8 =- 210/997, 5-7 =- 1381/411, 1 -10 =- 323/2062 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0-0 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/I 1 -1995 angle to grain formula. Building designer should verify 011111i, 1 capacity of bearing surface. �� ' S C ON i/, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Ib uplift at joint 7 and 207 Ib uplift at joint ■ 1 •• .,, s , , 11. LOAD CASE(S) Standard ' XU ANG ' I 3 [ i CC — MO i ,611,.., ••, . •.........C?� December 9,2003 0 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 ■ii..® 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 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. MiTek Job Truss Truss Type Qty Ply I 8 - Family apt. 1 15844307 130689 iC1A ROOF TRUSS i4 1, Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:13 2003 Pagel 6-7-15 13-0-6 19 -4 -13 25-9 -4 26-3 -2 6 -7 -15 6-4-7 6-4 -7 r- 6-4 -7 0 -5-14 3x8 -- Scale = 1:80.4 6 6.00 ,2 3x5 -i 1 5 li 3x6 � 3x6 G (/ 3 4 -% aa, 3x4: \ 1 r' 2 ----: ,: kik ' r 5x10 �-_____ 41 —_ - :- - - 5:::-- 5x8 = \ ` c H 10 6 \` /* 8x8 - 3x4 11 7 3x4 ----,- 3.00 12 3x8 ` C11-8 6 7 -15 1 13-2 -13 1 19-4-13 1 26-3 -2 1 0-0-8 6-7-7 6-6-14 6-2-0 6 -10-5 Plate Offsets (X,Y): [6:0- 3- 12,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL . floc), I /defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.67 Vert(LL) -.19 9 -10 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.33 9 -10 >925 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.20 7 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight 143 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2 -10 -2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7 -11 -2 oc bracing. 9 -11 2 X 4 SPF 2400F 2.0E WEBS 1 Row at midpt 4-8 WEBS 2 X 4 SPF No.3 *Except* 2 Rows at 1/3 pts 6 -7, 5-7 6 -72 X6 SPF 1650F 1.4E, 4-8 2 X 4 SPF No.2, 5-8 2 X 4 SPF No.2 5-7 2 X 4 SPF No.2, 1 -11 2 X 6 SPF 1650F 1.4E REACTIONS (lb/size) 7= 1290/0 -3-8, 11= 1290/0 -5-8 Max Horz 11= 581(Ioad case 3) Max Uplift7=- 351(load case 4), 11=- 207(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 3042/610, 2-3 =- 2459/459, 3-4 =- 2247/474, 4-5 =- 965/213, 5-6 =- 176/146, 6- 7=- 243/101, 1- 11=- 1341/332 BOT CHORD 10- 11=- 619/593, 9- 10=- 731/2712, 8 -9 =- 528/2174, 7- 8=- 249/805 WEBS 2- 10=- 181/112, 2 -9 =- 523/259, 4-9 =- 247/1378, 4-8 =- 1802/499, 5 -8 =- 215/1010, 5-7 =- 1384/411, 1- 10=- 318/2057 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0-0 3) Bearing at joint(s) 7, 11 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 7 and 207 lb uplift at joint 11. N P joint `11t11lIf77 ` �`g G ©NSi'�, LOAD CASE(S) Standard 4 XU GANG ' *f " U� l � !• . ST. MO sJaivA..„.. ,; ' I iffllit' , December 9,2003 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 ■Nm.® 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 hill regarding fabrication, quality control, storage, delivery, erection and 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'Onofrio Drive, Madison, WI 53719. MiTek ® Job Truss Truss T e — - - - -- yp Qty ! Ply 8 - Family apt. 1 f - .30689 iC1B ROOF TRUSS !, 1 15844308 - - - - -- - ---- - - - - -- -- - - --- Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:13 2003 Pagel 6-9 -3 13 -2 -13 18-6 -0 23-9-4 , 26-3-2 6-9 -3 6-5-11 5-3-3 5-3-3 2 -5-14 5x5 = Scale = 1:76.6' 5x8 = 6 7 6.00'112 3x8 5 3x8 i I qt. ill 3x8 4 /1 11 1 3�f ' 2 N ■ Sx,o , l ^ � 10 ft '' 1 11 _.- 6X8 = ., N 12 + 1 I 6x6 4X4 Y l 9 13 6x8 8 3x4 = 3.00 12 3x6 II 04q -8 6-9-3 I 13 -2 -13 I 18-6-0 I 23-9 -4 1 26-3 -2 1 0-0-8 6-8-11 6-5-11 5-3-3 5-3-3 2 -5-14 LOADING SPACING 2 -0-0 CSI - DEFL in (loc) 1/defl Ud PLATES GRIP ' TCLL 30.0 Plates Increase 1.15 TC 0.96 Vert(LL) -0.36 11 -12 >864 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.53 11 -12 >590 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.32 8 n/a n/a BCDL 10.0 Code IBC2000 /ANS195 (Matrix) Weight 157 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E *Except* TOP CHORD Sheathed or 2 -3 -2 oc purlins, except end verticals, and 2 -0-0 oc purlins .6-7 2 X 4 SPF No.2 (6-0-0 max.): 6 -7. BOT CHORD 2 X 4 SPF 1650F 1.4E *Except* BOT CHORD Rigid ceiling directly applied or 8 -2-4 oc bracing. 8 -11 2 X 4 SPF No.2 WEBS 1 Row at midpt 6 -9 WEBS 2 X 4 SPF No.2 *Except* 2 Rows at 1/3 pts 7-8, 4 -10, 5-9 2-12 2 X 4 SPF No.3, 2-11 2 X 4 SPF No.3, 4-11 2X4SPFNo.3 4 -102 X4 SPF No.3, 5-10 2 X 4 SPF No.3, 1-13 2 X 6 SPF 1650F 1.4E r - REACTIONS (lb /size) 8= 1294/0 -3-8, 13= 1294/0 -5-8 Max Horz 13= 527(load case 5) ■ Max Uplift8=- 300(load case 6), 13=- 219(load case 6) Max Grav8= 1652(load case 2), 13= 1878(load case 2) ti FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 4460/626, 2- 3=- 3569/476,3-4=- 3384/492,4 -5 =- 1579/257,5 -6 =- 543/177,6 -7 =- 350/198,7 -8 =- 1616/386, 1- 13=- 1979/337 BOT CHORD 12- 13=- 564/798,11 -12 =- 721/3952, -11 =- 520/3132, -10 =- 281/1329,8 -9 =- 88/118 WEBS 2 -12 =- 307/115, 2 -11 =- 799/260, 4 -11 =- 261/1941, 4 -10 =- 2516/474, 5 -10 =- 195/1484, 5 -9 =- 1929/382, 6 -9 =- 229/235, 7- 9=- 274/1695, 1 -12 =- 338/3071 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp.; L= 45 -0-0 3) Unbalanced snow loads have been considered for this design. %IS i t i Will 4) Provide adequate drainage to prevent water ponding. ♦'```S C O NS 7/, 5) Bearing at joint(s) 8, 13 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify ,: ,• 4 i s, capacity of bearing surface. ` "' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 8 and 219 lb uplift at o t . ,*'+ xuE AEG *� p , 13. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. — r U LOAD CASE(S) Standard 35 • cc- ' ST. L UI W e S MO N „: • �, December 9,20 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 hill 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, 583 D'Onofrio Drive, Madison, WI 53719. M ITek® Job !Truss ',: TTruss Type Qty Ply 8 - Family apt. 1 15844309., 30689 I C1C ROOF TRUSS i 4 1 9 p Job Reference (optional) 5.200 , Jackson, Wisconsin 53037 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:14 2003 Page i1 Olympic Building Components, 6-9 -3 _ 13 -2 -13 17 -6-0 _ 21 -9-4 26-3 -2 6-9 -3 6 -5-11 4 -3-3 4 -3 -3 --- 4 -5-14 5x5 = Scale = 1:70.7 5x6 = 6.00 12 6 7 4x8 %j I i 5 2X4 I' .0, I i / I 3x8 <- \\ 4 / \•. _j el 3 - jiff. Ln 3x4 / m 4 I 2 _ . rill i 5x10 ��/ ;� 1 10 - 11 6x8 *� m 6x6 - g • 5x8 ; 12 100 Fi 8 3x4 = • 3x5 II 0-9-8 6-9-3 I 13-2-13 1 21-9-4 I 26-3-2 1 0-0-8 6-8-11 6-5-11 8-6-7 4 -5-14 Plate Offsets (X,Y): [7:0 -0-0,0 -0-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.33 10 -11 >949 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.46 10 -11 >673 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.28 8 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight 142 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Sheathed or 2 -3-13 oc purlins, except end verticals, and 2 -0-0 oc purlins 1-3 2 X 4 SPF 1650F 1.4E (6-0-0 max.): 6 -7. BOT CHORD 2 X 4 SPF No.2 *Except' BOT CHORD Rigid ceiling directly applied or 8 -2 -9 oc bracing. 10 -12 2 X 4 SPF 1650F 1.4E WEBS 1 Row at midpt 6 -9 WEBS 2 X 4 SPF No.2 *Except* 2 Rows at 1/3 pts 7-8, 5-9 2 -112X4 SPF No.3, 2-10 2 X 4 SPF No.3, 4-10 2 X4 SPF No.3 1 -12 2 X6 SPF 1650F 1.4E REACTIONS (lb/size) 8= 1294/0 -3-8, 12= 1294/0 -5-8 Max Horz 12= 485(load case 5) Max Uplift8=- 259(load case 6), 12=- 223(load case 6) Max Grav8= 1478(load case 2), 12= 1866(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 4414/631, 2- 3=- 3510/466, 3-4 =- 3259/479, 4-5 =- 3455/600, 5-6 =- 812/212, 6- 7=- 620/220, 7- 8=- 1451/290, 1 -12 =- 1965/337 BOT CHORD 11 -12 =- 523/800, 10 -11 =- 703/3913, 9 -10 =- 315/1480, 8- 9=- 95/124 WEBS 2 -11 =- 315/108, 2 -10 =- 816/277, 4 -10 =- 701/227, 5 -10 =- 465/2754, 5 -9 =- 1800/391, 6 -9 =- 213/184, 7 -9 =- 241/1554, 1 -11 =- 348/3027 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. `01111/0 r 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. ♦ \ N � `a CON fl NS i! / 1 4) Provide adequate drainage to prevent water ponding. ■ , : / Iy �� 5) Bearing at joint(s) 8, 12 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should veri ,:' • .. capacity of bearing surface. X U E A N G :I• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 8 and 223 lb uplift at join LI _ 12. A 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. — 35 6 j` I LOAD CASE(S) Standard T. W .: MO A `- — December 9,2003 ' A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 ■11■03) 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 El 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, 583 D'Onofrio Drive, Madison, WI 53719. M ITT Job .: Truss ITruss Type Qt Ply Y i 8 - Family apt. 1 15844310 '30689 ;CID !ROOF TRUSS 14 1... Job Reference (optional) Olympic Building Components, Jackson, Wisconsin isconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:14 2003 Pagel 6-9-3 13 -2 -13 16-3-8 19-9.4 _ _ 26-3 -2 6-9 -3 6 -5-11 3 -0 -11 3-5-12 6 -5-14 7x10 MI118H= Scale = 1:66.81 3x5 6.00112 6 7 • 2x4 II s� ' L\ 5 3x8 '/ \\ 3x8 ' // ----- I // &!. \-' i a ! 3 * // q 3x4 G �f \�� i v • �I) m �� 5x10 % MS 12 o 1 r 5x10 '- N 4 ' —6x12 = 1 ' 5x5 1 14 3.00 12 10 9 8 3x4 = 2x4 H 3x4... 3x8 = °1-8 6-9-3 13-2-13 I 16-3-8 I 19-9-4 , �, 26-3 -2 i 0-0-8 6-8-11 6-5-11 3-0-11 3-5-12 6 -5-14 Plate Offsets (X,Y): [6:0 -4- 12,0 -1 -0], [7:0 -0-0,0 -0-0] LOADING (psf) SPACING 2 -0-0 CS (( DEFL in (loc) I /defl Ud �l PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC Q.$9 Vert(LL) -0.29 12 -13 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 6 Vert(TL) -0.45 12 -13 >690 180 1118H 141/138 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.27 8 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) We t: 153 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Sheathed or 23=0 oc purlins, except end v icals, and 2 -0-0 oc purlins 13 2 X 4 SPF 1650F 1.4E (6-0 -0 max.): 6 -7. BOT CHORD 2 X 4 SPF No.2 *Except* t , BOT CHORD Rigid ceiling directly applied or 8 -2-4 oc bracing. Except: 12 -14 2 X4 SPF 1 , _ E 1 Row at midpt 5-11 WEBS 2 X 4 SPF N WEBS 1 Row at midpt 7-8, 4 -11, 6 -9 2 -13 2 X 4 SPF , 2 -12 2 X 4 SPF No.3, 4 -12 2 X 4 SPF No.3 2 Rows at 1/3 pts 6-8 4 -11 2 X 4 SPF o.3, 9 -11 2 X 4 SPF No.3, 1 -14 2 X 6 SPF 1650F 1.4E REACTIONS (lb /size) 8= 1294/03 -8, 14= 1294/0 -5-8 Max Horz 14= 442(load case 5) Max Uplift8=- 251(load case 5), 14=- 224(load case 6) Max Grav8= 1294(load case 1), 14= 1734(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 4086/615, 2 -3 =- 3181/462, 3-4 =- 3002/476, 4 -5 =- 1805/339, 5-8 =- 1740/402, 6 -7 =- 84/121, 7-8 =- 356/125, 1 -14 =- 1827/333 BOT CHORD 1'3 -14= 485/750, 12- 13=- 671/3617, 11 -12 =- 516/2771, 10- 11=- 16/25, 5- 11=- 254/125, 9 -10 =- 16/20, 8- 9=- 206/697 WEBS 2 -13 =- 266/114, 2 -12=- 815/265, 4 -12 =- 232/1739, 4 -11 =- 2154/411, 9 -11 =- 235/845, 6 -11 =- 372/2117, 6 -9 =- 391/252, 6 -8 =- 1336/249,1 -13 =- 328/2790 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.opsf; BCDL= 5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 0111110, 3) Unbalanced snow loads have been considered for this design. ` `��9 ©NS 1 , 4) Provide adequate drainage to prevent water ponding. 5) All plates are MI120 plates unless otherwise indicated. ♦ ,.• I/L � 6) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify •: ' 1 capacity of bearing surface. '' ` XU E ANC�I : * : ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin 251 Ib u plift at joint 8 and 224 Ib uplift at j n L 14. _17: (flat orientation) `3 Jr WI LLI CC : - .. 7 8) Design assumes 4x2 ( )pudins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. lal(1ST. i L u[s .,_ - , LOAD CASES) Standard � i / /I .. ONAL,o` December 9,2003_ A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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• em■i® 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 bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Q�/ Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITG 1� i Job Truss Truss Type Qty !Ply 8 - Family apt. 1 15844311' '30689 • C1E ;ROOF TRUSS 4 1 Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:15 2003 Pagel ___ 6-9-3 13 -2 -13 16-3 -8 _ ,17 -9-4, 21 -10 -7 26-3 -2 6-9 -3 6-5-11 3-0 -11 1-5-12 4 -1 -3 4 -4-11 8x12 = Scale: 3/16 " =1' 3x4 = 3x4 6.00 12 3x4 1' 6 7 8 1 3x8 G r:T - /CT-1 .. 4 3x8 j \\� l4i // \ 3 I Ai o i 3x4 -55.- i / _ d 0 2 • 1. j l M 1 6 oh r amlimmommumor 6"� -' ^ • / i. 5X10 � �` 1 11 13 c? _�� 12x12 ,}12 \ a rn 14 5x10 = ni 5x5 - 8 . 15 3.00 12 11 10 9 3x4 - 2x4 II 3x8 = 5x8 = Ct8 693 i 132 -13 I 16-3-8 1 17 -94 26-3-2 0-0-8 6-8-11 6-5-11 3-0-11 1 -5-12 8-5-14 Plate Offsets (X,Y): [6:0- 6 -0,0 -0-15], [7:0 -0-0,0 -0-0], [8:0 -0-0,0 -0-0] 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.30 13 -14 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.48 13-14 >649 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.37 9 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 157 Ib LUMBER BRACING TOP CHORD 2 X4 SPF No.2 *Except* TOP CHORD Sheathed or 2 -5-14 oc purlins, except end verticals, and 2 -0-0 oc purlins 1-3 2 X4 SPF 1650F 1.4E (6 -0 -0 max.): 6-8. BOT CHORD 2 X 4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 13-15 2 X 4 SPF 1650F 1.4E WEBS 1 Row at midpt 8-9, 4-12, 7 -9 WEBS 2 X 4 SPF No.2 'Except` 2 Rows at 1/3 pts 6 -10 2-14 2 X 4 SPF No.3, 2-13 2 X 4 SPF No.3, 4-13 2 X 4 SPF No.3 4-12 2 X 4 SPF No.3, 10 -12 2 X 4 SPF No.3, 1 -15 2X 6 SPF 1650F 1.4E REACTIONS (Ib /size) 9= 1294/0 -3-8, 15= 1294/0 -5-8 Max Horz 15= 399(load case 5) Max Uplift9=- 258(load case 5), 15=- 222(load case 6) Max Grav9= 1294(load case 1), 15= 1678(load case 2) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 3919/593, 2 -3 =- 2987/436, 3-4 =- 2809/451, 4 -5 =- 1631/320, 5-6 =- 1428/326, 6 -7 =- 863/261, 7-8 =- 86/106, 8 -9 =- 222/96, 1 -15 =- 1769/325 BOT CHORD 14 -15 =- 446/744, 13- 14=- 630/3464, 12 -13 =- 524/2601, 11 -12 =- 105/0, 5-12 =- 22/155, 10 -11 =- 39/109, 9 -10 =- 193/495 WEBS 2- 14=- 249/112,2 -13 =- 839/267,4 -13 =- 236/1698,4 -12 =- 2142/406,10 -12 =- 394/1636,6 -12 =- 587/2600,6 -10 =- 2170/595, 7- 10 180 /985,7 -9 =- 1175/288,1 -14 =- 308/2647 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. `,, 11 f 1 i 1 1 t 2) TCLL: ASCE 7 -98; Pf 30.0 psf (roof snow); Exp C; Fully Exp. `�� C 1 Ns j t ' �� 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. `,.: Y 5) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify / \ capacity of bearing surface. ` - X U E AUG i ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 Ib uplift at joint 9 and 222 Ib uplift at join 15. I U A '"< \ 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. ' ' [ �� T. LOUIS LOAD CASES) Standard : =t [ / , �, MO December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design vdlid 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 bracing, consult QST -88 Quality Standard, DSB Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. MiTek Job Truss ' Truss Type ! Qty I Ply 18 - Family apt. 1 15844312 .30689 C1F ROOF TRUSS i4 1 5.200 Job Reference (optional) 2003 MiTkIndustries, Inc. Fri Dec 05 12:39:16 2003 Page i1 Olympic Building Components, Jackson, Wisconsin 53037 -1-10-8 _ 6 -9-3_ 13 -2 -13 _ 15-9-4 16-3 -8 21 -1 -9 _ 26 -3 -2 1-10-8 6 -9-3 6-5 -11 2-6-7 0-6-4 4 -10 -1 5-1-9 — Scale = 1:56.8 5x5 = 6.00112 2x4 ;: 3x4 = 3x4 6 7 8 9 3x8 G - '7: 1:7; nz� Vi 3x8 % 5 i �� \ F 1 4� A I ' 3x4 c1 3 i \A :�I m 1 5x8 % --- �'/ 13 r ` 6x8 = r 2 of, i 10x10 `�� A c{1 '' 14 5x5 s " I 1 i 15 3.00 12 11 3x4 . 10 3x5 II 4x8 11 0-0-8 6-9-3 13 -2 -13 1 16-3-8 1 26-3-2 0-0-8 6-8-11 6-5-11 3-0-11 9-11-10 Plate Offsets (X,Y): [7:0- 0 -0,0 -0-0], [8:0- 0- 0,0 -0 -0], [9:0 -0-0,0 -0-0], [12:0 -4- 12,0 -2-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.24 13 -14 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.39 13 -14 >805 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.22 10 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 149 Ib LUMBER BRACING _ TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed, except end verticals, and 2 -0-0 oc purlins (4 -11 -13 max.): BOT CHORD 2 X 4 SPF No.2 6-9. WEBS 2 X 4 SPF No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 9 -10 2 X 4 SPF No.2, 10 -12 2 X 4 SPF No.2, 8 -10 2 X 4 SPF No.2 WEBS 1 Row at midpt 9 -10, 5-12, 8 -10 2-15 2 X 6 SPF 1650F 1.4E, 2-14 2 X 4 SPF No.2 REACTIONS (Ib /size) 10= 1287/0 -3-8, 15= 1469/0 -5-8 Max Horz 15= 377(load case 5) Max Upliftl0=- 263(load case 5), 15=- 320(load case 6) Max Grav10= 1344(load case 3), 15= 1868(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= 0/132, 2 -3 =- 3624/533, 3-4 =- 2691/386, 4-5 =- 2489/399, 5-6 =- 1425/289, 6 -7 =- 1293/282, 7-8 =- 1291/282, 8 -9 =- 78/93, 9 -10 =- 267/91, 2 -15 =- 1888/397 BOT CHORD 14 -15 =- 391/448, 13- 14=- 616/3191, 12 -13 =- 523/2322, 11- 12= 0/103, 7 -12 =- 397/129, 10 -11 =0/85 WEBS 3-14=-250/116, 3-13=-840/259, 5-13=-218/1542, 5-12=-1935/354, 6-12=-144/595, 10-12=-322/650, 8-12=-163/1075, 8 -10 =- 1362/388, 2 -14 =- 343/2670 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 1 1 t f f I i I 5) Provide adequate drainage to prevent water ponding. ♦\`r\ S CONs�,t /1' 6) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify ": Y capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 Ib uplift at joint 10 and 320 Ib uplift at of 2 / XU GANG 15. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard ... • ST. LOUIS 1 ••n• MO ,. `` ' 's i- iiiii11 _- December 9,2003 0 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 il i 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 bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 L Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MITek® Job ' Truss ',Truss Type I Qty I Ply 8 - Family apt. 1 • 30689 C1G 'ROOF TRUSS 14 1' 15844313. — — _ _ ,Job o Reference (optional (P ) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:16 2003 Page.1 -1-10-8 - - - - -- – _- - - - --. - 7-0-6 13-9 -4 19-10-7 26.3 -2 1-10-8 7 -0-6 6-8 -14 6-1-3 - -- 6-4-11 Scale = 1:52.0 5x5 = 6.00112 3x8 = 3x4 l; I 5 6 7 i`-t- % 3x6 \ i '' i 4 1 ii \ �' I i 0 j j I 3 i 3x4 co i. S4 1, 4 Sx5 2 13 12 11 10 9 8 3x4 II 5x5 = 3x8 = 3x6 = 2x4 11 3x5 = 0-l-8 7-0-6 I 13-9-4 1 19 -10-7 26-3-2 0-0-8 6 -11 -14 6-8-14 6-1 -3 6-4 -11 Plate Offsets (X,Y): [2:0- 2- 4,0 -2-4] LOADING (psf) 1 SPACING 2 -0-0 CSI DEFL in floc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.08 11 -12 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.15 11 -12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 131 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3 -3-1 oc purlins, except end verticals, and 2 -0-0 oc purlins BOT CHORD 2 X 4 SPF No.2 (4-8-7 max.): 5-7. WEBS 2 X 4 SPF No.3 "Except* BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. 6 -11 2 X 4 SPF No.2, 6-8 2 X 4 SPF No.2, 2 -13 2 X 4 SPF No.2 WEBS 1 Row at midpt 7-8, 3 -11, 6-8 REACTIONS (lb/size) 8= 1292/0 -3-8, 13= 1466/0 -5-8 Max Horz 13= 333(load case 5) Max Uplift8=- 268(load case 5), 13=- 308(load case 6) Max Grav8= 1459(load case 3), 13= 1776(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/127, 2 -3 =- 2185/292, 3-4=- 1415/217, 4-5 =- 1292/243, 5-6 =- 1162/270, 6 -7 =- 58/87, 7-8 =- 327/99, 2 -13 =- 1696/341 BOT CHORD 12- 13=- 329/468, 11- 12= 360/1790, 10 -11 =- 242/926, 9 -10 =- 242/926, 8- 9=- 242/926 WEBS 3 -12 =- 28/82, 3 -11 =- 847/223, 5-11 =0/96, 6 -11 =- 138/688, 6 -9= 0/129, 6-8 =- 1388/269, 2 -12 =- 117/1330 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. Or 4) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 8 and 308 lb uplift at joint 13. ��it1117 f 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. .•.\‘ `S G 0 NS /1/ e., LOAD CASE(S) Standard -. . •, X EGANG ' LIU� iIZ ',+ ST. L U tt!` T�'• MO :' �� N. , is:iii I . 1 . . . . . December 9,2003 il a WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 ■nm..® 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 hill 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, 583 D'Onofrio Drive, Madison, WI 53719. M ITek — - s — 1 - Qty Y - ---- — Job !Truss , Truss Type 1 PI 8 - Family apt. 1 15844314 30689 I C1GA ROOF TRUSS 4 5.200 2 Job Reference (optional) Olympic Budding Components, Jackson, Wisconsin 53037 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:17 2003 Page '1 ` 21 -10-8 3 -11 -10 7 -7 -12 _ _ 13.8 -7 19 -10 -15 -__- -__ 26 -3 -2_ 1 -10 -8 3-11-10 3 -8-2 6-0 -11 _ -- _ -_ - - -- 6-2 -7 6-4 -3 Scale = 1:48.7 ' 5x5 = 3x4 = 3x6 = 3x8 = 3x4 4 �,.5 Z 6 Z R 7 1 6.00112 .. _ ci _ . _ 4x5 �/ I r - 71 7- N7 I di m 8x8 = \ i j I aP v 2 i 1 1 'Ill ail Ian nn nn n Ei al n n Ei i n 11 P° 1 Ci 14 `E' 13 15 16 17 12 11 18 10 19 20 9 I 03 V I 6xB = JUS24 JUS24 3x4 = 4x6 = JUS24 2x4 II JUS24 JUS24 4x5 = SKHH26L JUS24 JUS24 JUS24 JUS24 JUS24 0-9-8 7 -7 -12 I 13-8-7 I 19 -10-15 26-3 -2 0-0-8 7-7-4 6-0-11 6-2-7 6-4-3 Plate Offsets (X,Y): [2:Edge,0- 3- 0],[13:0- 4- 0,0 -4-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in floc). I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.16 12 -13 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.26 12 -13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 266 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4 -10-3 oc purlins, except end verticals, and 2 -0-0 oc purlins BOT CHORD 2 X 6 SPF 1650F 1.4E (4 -7 -1 max.): 4-8. WEBS 2 X 4 SPF No.3 'Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. 2 -14 2 X4 SPF No.2 WEBS 1 Row at midpt 7 -9 JOINTS 1 Brace at Jt(s): 8 REACTIONS (lb/size) 9= 3714/0 -3-8, 14= 3329/0 -5-8 Max Horz 14= 199(Ioad case 5) • Max Uplift9=- 1038(load case 5), 14=- 846(load case 6) Max Grav9= 4130(load case 3), 14= 3329(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/127, 2 -3 =- 896/199, 3-4 =- 5560/1434, 4-5 =- 4969/1299, 5-6 =- 6234/1564, 6 -7 =- 6234/1564, 7-8=-138/77', 8 -9 =- 359/97, 2 -14 =- 829/234 BOT CHORD 13 -14 =- 1247/4303, 13 -15 =- 1637/6234, 15- 16=- 1637/6234, 16- 17=- 1637/6234, 12- 17=- 1637/6234, 11- 12=- 1187/4587, 11- 18= -1187/ 4587,10 -18= -1187 4587,10 -19 -1187/ 4587,19 -20 =- 1187/4587,9 -20 =- 1187/4587 WEBS 3 -13 =- 236 / 901, 4 -13 =-492/ 1996, 5 -13 =- 1545 /384, 5-12 =- 37/244, 7 -12= -548/ 2005, 7 -10 =- 276/1210, 7 -9 =- 5416/1355, 3- 14= 4405/1145 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 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 ` \\ s 1 i t M / t i!' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ■ 0 \ C 0 .. j l / " 3) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and \ ` : -. right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL= 1.33. `• ' • \-,� 4) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. X U GANG 5) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. ► 6) Provide adequate drainage to prevent water ponding. — 1 U � ` 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1038 lb uplift at joint 9 and 846 lb uplift at joint ' r i Lu 14. •T. OUI 8) Design assumes 4x2 spacing . �+ indicated, fastened to truss TC w/ 2 -10d nails. ,(\t∎• MO • ' ` * ** (flat orientation) ) purlins at oc s acin 9) Use USP SKHH26L (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 7 -7 -12 from the left end to connect truss(es) #`' '.. ��`` (1 ply 2 X 6 SPF) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. /.# 0/ . • ........... S� 10) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2 -3 -6 oc max. starting at 7 -10-0 from the left 1 ON Al. 0 end to 26 -1 -6 to connect truss(es) (1 ply 2 X 4 SPF) to front face of bottom chord. I t i I I { i t Continued on page 2 December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 mm =.® installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tor 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 MI regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and 1-118 -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITe k l Job I Truss Truss Type Qty [Ply 8 - Family apt. 1 15844314 306p c Building Components C1 GA ROOF TRUSS • � 'Job Reference (optional) • OI r g , Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:17 2003 Page 12 NOTES 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2 =-80, 2- 4 = -80, 4- 8 = -80, 9- 14 = -20 Concentrated Loads (lb) Vert: 9=-335(F) 11=-335(F) 13=-935(F) 12=-335(F) 10=-335(F) 15=- 335(F) 16=- 335(F)17=- 335(F) 18=- 335(F) 19=- 335(F) 20=- 335(F) • A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 mi.■® 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 MII regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HI8 -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MITT Job Truss ' Truss Type I Qty j Ply — 78 - Family apt. 1 15844315' .30689 C1H ROOF TRUSS .4 1 Job Reference (optional) _ Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:18 2003 Page,1 -1-10-8 6-0-6 11-9-4 18-10-7 26-3 -2 1-10 -8 6 -0-6 5-8 -14 - -- 7-1-3 7-4 -11 _.-- -- Scale = 1:48.7'. 5x5 = 3x8 = 3x6 11 4 5 1 • I 6.00 2 i 4x5 G I I _ - �.. I 3 o ! IA d 3x4 II �� ,...0 I/ ,i00000000. 1 i 1 41 a 11 10 9 8 7 4x6 = 3x8 = 3x6 = 2x4 II 3x5 = 11 -9-4 18-10-7 26-3 -2 0-0- 11 -8-12 7-1-3 7-4-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.98 Vert(LL) - 0.08 8-10 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.33 10 -11 >938 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight 122 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Sheathed or 3 -11 -13 oc purlins, except end verticals, and 2-0-0 oc 4-6 2 X 4 SPF 1650F 1.4E purlins (5-0 -8 max.): 4-6. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9 -2 -5 oc bracing. WEBS 2 X 4 SPF No.2 *Except* WEBS 1 Row at midpt 6 -7, 5-10, 3-11 3 -102X4 SPF No.3, 4-10 2 X 4 SPF No.3, 5-8 2 X 4 SPF No.3 2 Rows at 1/3 pts 5-7 3 -11 2 X 4 SPF No.3 JOINTS 1 Brace at Jt(s): 6 REACTIONS (Ib /size) 7= 1292/0 -3 -8, 11= 1466/0 -5-8 Max Horz 11= 290(load case 5) Max Uplift7=- 272(load case 5), 11=- 295(load case 6) Max Grav7= 1556(load case 3), 11= 1674(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2= 0/127, 2 -3 =- 688/0, 3-4 =- 1587/228, 4-5 =- 1338/251, 5 -6 =- 64/80, 6 -7 =- 388/108, 2 -11 =- 827/178 BOT CHORD 10- 11=- 391/1619, 9- 10=- 291/1282, 8 -9 =- 291/1282, 7-8 =- 291/1282 WEBS 3 -10 =- 579/219, 4 -10= 0/152, 5 -10 =- 95/543, 5-8= 0/134, 5 -7 =- 1630/304, 3 -11 =- 1352/329 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 Ib uplift at joint 7 and 295 Ib uplift at joint ti 1 1 1 1 1 1 11 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. ` �+ ..• /ji / 1 LOAD CASE(S) Standard g :t / -•.* XUE AI LI it i 35 / :Et ' r t . � : • •T.L IS - ;.' 1\ , < \\ MO ! 's ` � � ( �N Al. E ms` 1 I /fIItI11. December 9,2003 ® WARNING - Ve rify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 L Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. M ITT Job Truss !Truss Type Qty Ply 8 - Family apt. 1 15844315 130689 •C11 !ROOF TRUSS 4 i 1 i ;Job Reference (optional) _ Olympic Building Components, Jackson, Wisconsin 53037 5.200 3 Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:18 2003 Page ,1 -1-10-8 - -. _ - _ -5-0-6 9-9-4 - -- 15.2 1 - -- — 20 -6.13 26_3 -2 1 -10 -8 5 -0 -6 4 -8 -14 5-4-13 5-4 -13 5-8-5 Scale = 1:48.7 5x5 = 3x4 = 3x6 = 3x4 = 3x4 i 4 �,+c �c 6 '- --.... a- :: --' I • s sz — 6.00�i2 T 4xs 3 O Ill \ vi c9 3x4 l _. in 2 Mil 13 12 11 10 9 3x6 = 3x8 = 3x6 = 3x4 = 3x5 = 01-8 9-9-4 I 17-10-7 26-3 -2 0-0-8 9-8-12 8-1-3 8-4 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.10 10 -12 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.18 12 -13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 119 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-0 -15 oc purlins, except end verticals, and 2 -0-0 oc purlins BOT CHORD 2 X 4 SPF No.2 (4-3-8 max.): 4-8. WEBS 2 X 4 SPF No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9-4-3 oc bracing. 2 -13 2 X 4 SPF No.2 • WEBS 1 Row at midpt 7 -9, 3 -13 JOINTS 1 Brace at Jt(s): 8 REACTIONS (lb/size) 9= 1292/0 -3 -8, 13= 1466/0 -5-8 Max Horz 13= 248(load case 5) Max Uplift9=- 276(load case 5), 13=- 278(load case 6) Max Grav9= 1638(load case 3), 13= 1555(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/127, 2 -3= 439/35, 3-4 =- 1711/251, 4 -5 =- 1512/248, 5-6 =- 1599/243, 6 -7 =- 1599/243, 7-8 =- 52/63, 8 -9 =- 307/86, 2 -13 =- 676/165 BOT CHORD 12 -13 =- 388/1572, 11 -12 =- 377/1797, 10 -11 =- 377/1797, 9- 10=- 289/1321 WEBS 3 -12 =- 386/172, 4-12= 0/363, 5 -12= 405/258, 5-10= 446/150, 7 -10= 48/626, 7 -9 =- 1780/340, 3 -13 =- 1517/291 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 9 and 278 lb uplift at joint 13. 101111/i/I 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. \`� �j� O O NS 7/ - LOAD CASE(S) Standard %, V° ��! �, -61 * " XUE AN1 L fi r: ` L 6 ( . CC— �• MO :'_� r / ° NA . December 9,2003 A WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 1■.■® 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 MI 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, 583 D'Onofrio Drive, Madison, WI 53719. M 1 TT® Job [ Truss - - --- -- - -- - - --- -- Truss Type 1 Qty Ply i 8 - Family apt. 1 • 30689 C1 SW [ROOF TRUSS I2 1 15844317 OI i Job Reference (optional) ympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:19 2003 Page 1 _- -.- 26 -3 -2 26-3-2 - 4x6 [ Scale = 1:81.5,' 14 6.00 1 13 12 1 11 10 i I 5x5---- 9 I I 1 1 N mr 6 7 8 5 2 B 3 1 3x4 I 2 - [ I i D „I e -a � i.i Yl 3 L - 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3x4 11 3x6 = 3x8 11 1 26-3-2 26-3 -2 Plate Offsets (X,Y): [7:0 -2-8,0 -1-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.64 Vert(LL) n/a n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 15 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 177 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing, Except WEBS 2 X 4 SPF No.3 'Except' 14 -15 2 X 4 SPF No.2 6-0-0 oc bracing: 21 -23. OTHERS 2 X 4 SPF No.3 'Except' WEBS 1 Row at midpt 12 -17, 11 -18, 10 -19, 9-20 13-16 2 X 4 SPF No.2, 12 -17 2 X 4 SPF No.2, 11 -18 2 X 4 SPF No.2 2 Rows at 1/3 pts 14-15, 13-16 ----- 10-19 2 X 4 SPF No.2, 9-20 2 X 4 SPF No.2 REACTIONS (lb/size) 29= 89/26 -3-2, 15= 80/26 -3-2, 16= 205/26 -3-2, 17= 201/26 -3 -2, 18= 200/26 -3 -2, 19= 200/26 -3-2, 20= 200/26 -3-2, 21= 204/26 -3 -2, 23= 193/26 -3 -2, 24= 190/26 -3-2, 25= 202/26 -3 -2, 26= 202/26 -3-2, 27= 192/26 -3-2, 28= 232/26 -3 -2 Max Horz29= 462(load case 3) Max Upliftl5=- 92(load case 3), 16=- 106(load case 4), 17=-53(load case 3), 18=- 79(load case 4), 19=- 59(load case 4), 20=- 65(load case 4), 21=- 68(load case 4), 23=- 71(Ioad case 4), 24=- 55(Ioad case 4), 25=- 63(load case 4), 26=- 80(load case 4), 28=- 307(load case 4) Max Grav29= 420(load case 3), 15= 102(load case 2), 16= 205(load case 1), 17= 201(load case 1), 18= 200(ioad case 1), 19= 200(load case 1), 20= 200(load case 1), 21= 204(load case 1), 23= 193(load case 1), 24= 190(Ioad case 1), 25= 202(Ioad case 1), 26= 202(load case 1), 27= 192(load case 1), 28= 232(load case 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -29 =- 300/0, 1 -2 =- 532/37, 2 -3 =- 445/28, 3-4 =- 431/31, 4 -5 =- 400/42, 5 -6 =- 371/56, 6 -7 =- 346/69, 7-8 =- 317/83, 8 -9 =- 288/97, 9 -10 =- 259/111,10 -11 =- 231/125, 11- 12=- 202/137,12 -13 =- 183/166,13 -14 =- 78/78,14 -15 =- 75/157 BOT CHORD 28- 29 = -0/0, 27- 28 = -0/0, 26- 27 = -0 /0, 25- 26 = -0/0, 24- 25 = -0/0, 23- 24 = -0/0, 22- 23 =-4/2, 21 -22 =- 118/152, 20 -21 =- 118/152, 19- 20 = -118/ 152,18 -19 =- 118 / 152,17 -18 = 11 8 / 152,16 -17 =- 118/152,15 -16 =- 118/152 WEBS 13 -16 =- 216/218, 12 -17 =- 161/118, 11 -18 =- 160/81, 10 -19 =- 160/84, 9 -20 =- 159 /85, 8 -21 =- 169/86, 7 -23 =- 160/88, 6- 24=- 148/75 �`0Oj /!/ 1 ©/t, ! 5-25=-162/85, 4-26=-161/91, 3-27=-155/54, 2-28=-180/202 ` \ ` & it ! NOTES s,. / 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left d ` • XU : GANG : ' % 7��i .' :. right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), a f End Detail" V • ' _ �� see MiTek "Standard Gbl - 3) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp.; L= 45-0-0 ij, 4) All plates are 2x4 MI120 unless otherwise indicated. • T. r U [ ;r 5) Gable requires continuous bottom chord bearing. MO _. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). r �?\ ` ti 7) Gable studs spaced at 2 -0-0 oc. // SS "- •....,..• `� I Continued on page 2 /7/ YN Al-- �� December 9,2003 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. miT 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 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. MiTek ® Job ;Truss - - -- - -- Truss TYPe -- - - - -- - -- - -- - -- _ _ ;Qty ,Ply 8 - Family apt. 1 30689 ',, C1SW ROOF TRUSS 2 1 15844317 • OI Job Reference (option>af 5.200 ymp'c Building Components, Jackson, Wisconsin 53037 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:19 2003 Page'2 NOTES . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Ib uplift at joint 15, 106 Ib uplift at joint 16, 53 Ib uplift at joint 17, 79 Ib uplift at joint 18, 59 Ib uplift at joint 19, 65 Ib uplift at joint 20, 68 Ib uplift at joint 21, 71 Ib uplift at joint 23, 55 Ib uplift at joint 24, 63 Ib uplift at joint 25, 80 Ib uplift at joint 26 and 307 Ib uplift at joint 28. LOAD CASE(S) Standard I I � I I I i L_ • WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 hill 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, 583 D'Onofrio Drive, Madison, WI 53719. M ITe k Job Truss Truss T e ty :'Ply i 8 - Family apt. 1 15844318 ,30689 CJC , ROOF TRUSS • 4 1' Olympic Building Components, Jackson, Wisconsin 53037 Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:20 2003 Page.1 --- -2- 7 -13 5-4-2 - -- 4 -__ -- - -- 10-8-4 2 -7.13 5-4-2 5-4-2 3x4 ''.., Scale = 1:30.7 4 , 12 i 4.24 3x4s i I 1 3 2 i i j j nn nn n Ns 8x8 % 8 6 9 5 Nailed 4x4 = MP3 4x5 = Nailed Nailed MP3 Nailed 04412 -2 I 10-8-4 I 0-0-12 5-3-6 5-4-2 Plate Offsets (X,Y): [7:0- 3- 8,0 -2-4] LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I /defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.84 Vert(LL) - 0.05 5-6 >999 240 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.26 1 >134 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight 55 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 2400F 2.0E TOP CHORD Sheathed or 6-0-0 oc purtins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.3 'Except* 2-7 2 X 6 SPF 1650F 1.4E REACTIONS (Ib /size) 7= 1001/0 -7 -12, 5= 949 /Mechanical Max Horz7= 217(load case 3) Max Uplift7=- 388(load case 2), 5=- 289(load case 4) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 2- 7=- 956/375, 1- 2= 0/134, 2- 3=- 1173/326, 3-4 =- 140/47, 4 -5 =- 181/73 BOT CHORD 7- 8=- 479/30, 6-8 =- 479/30, 6 -9 =- 350/1037, 5-9 =- 350/1037 WEBS 2-6 =- 318/1016, 3-6 =- 137/413, 3-5 =- 1078/383 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 Ib uplift at joint 7 and 289 Ib uplift at joint 5. 6) Use USP MP3 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 8 -1-8 from the left end to connect truss(es) (1 ply 2 X 4 SPF) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 011 ! 1/ , f 1 7) Use USP MP3 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 8 -1-8 from the left end to connect truss(es) (1 ply 2 ` > �S C d NSA 7/_ X 4 SPF) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. /t/ i 8) Fill all nail holes where hanger is in contact with lumber. 9) "Nailed" indicates 3 -10d or 2 -12d common wire toe nails. * i r X Lr E ANG ' 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -. • L U LOAD CASE(S) Standard p 'I . 35 • EL .. 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 / ' T. LOUT i Luz Uniform Loads (plf) ii . 9,ul.: Vert 1 - 2= 80, 2-4=-80, 5 -7 = -20 ';,'�•, M� Continued on age 2 � / %S,ONAL ...� December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 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. M ITe ;Job • Truss Truss Type YP Qty Ply ■ 8 - Family apt. 1 • :30689 CJC ROOF TRUSS 14 • 1 15844318' , - - -- Job Reference (optional) _ _ • Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:20 2003 Page 2 LOAD CASE(S) Standard • Concentrated Loads (lb) Vert: 6=- 229(F= -114, B= -114) 9=- 459(F= -230, B= -230) i i i • A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 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. MIT ^k Job Truss I Truss Type - -- ty I Ply 8 - Family apt. 1 .30689 JC1 ROOF TRUSS 18 1 15844319 OI — Job Reference (optional) ympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:20 2003 Page',1 - 1 -10 -8 1 -8-3 2x4 I. 1 -10-8 1 -8 -3 3 Scale = 1:10.3 , 5x5 / 6.00112 2 - 1 \ ii i.--, ,,. I i 7 \' h"a: 5 „ 4 2x4 I 3x4 = 1-8-3 I 0-0-8 1 -7 -11 Plate Offsets (X,Y): [3:0 -0- 0,0 -0 -0], [4:0 -0- 0,0 -0-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.68 Vert(LL) n/a n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(LL) -0.15 1 >167 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-8 -3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except* 2-4 2 X 4 SPF No.3 REACTIONS (Ib/size) 4 =-48 /Mechanical, 5= 349/0 -5-8 Max Horz5= 75(Ioad case 3) Max Uplift4=- 178(load case 6), 5=- 171(load case 4) Max Grav4= 43(load case 4), 5= 516(Ioad case 6) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= 0/127, 2- 3=- 98/46, 3-4 =- 71/192, 2- 5=- 502/178 BOT CHORD 4 -5= -69/6 . WEBS 2-4 =0/72 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 Ib uplift at joint 4 and 171 Ib uplift at joint 5. LOAD CASES) Standard `� 111 1 If / tl 4` \.CONS%'% XUE A[1p _� U 3b CC - -� ST..L UI !L • .: t: 'nom MO . , December 9,2003 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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. Appiicability 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 HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITQ �® :Job Truss 1Truss Type — 7 — - -- — — ,Qty I Ply i 8 - Family apt. t - - -- - 130669 JC2 ROOF TRUSS 8 1 15844320' Olympic Building Components, Jackson, Wisconsin 53037 1 Job Reference Loptional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:20 2003 Page '1 -1-10-8 --- --- 3-8-3 2x4 1 -10-8 3-8-3 3 Scale = 1:14.7 6.00112 5x5 2 4 <-...i. 2x4 I I 4 4' 3-8-3 3x6 = 0-0-8 3-7 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.68 Vert(LL) n/a n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.23 1 >107 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight 18 1b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-8-3 oc puriins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF No.2 'Except' 2-42X4 SPFNo.3 REACTIONS (Ib /size) 4 = 121 /Mechanical, 5= 379/0 -5-8 Max Horz 5= 122(load case 3) Max Uplift4=- 43(load case 3), 5=- 143(load case 4) Max Grav4= 121(load case 1), 5= 435(load case 6) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= 0/127, 2 -3 =- 82/32, 3-4 =- 87/50, 2- 5= 401/160 BOT CHORD 4 -5 =- 113/10 WEBS 2- 4 = -0/114 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 4 and 143 Ib uplift at joint 5. LOAD CASE(S) Standard otliti I \s C .� NSj'f, XUE A4G U • 35 j : • T. LOUIS MO ;._ December 9,2003 ® WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 MIT regarding fabrication, quality control, storage, delivery, erection and bracing, consult 61ST-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. M ITQk® Job Truss I Truss Type 1 Qty 1 Ply 8 - Family apt. 1 15844321 • 30689 IJC3 !ROOF TRUSS 8 1', I Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:21 2003 Page 1 - 1 -10 -8 5-8-3 1-10-8 - -- 53 • Scale = 1:22.7 2x4 3 ---1 I / i 6.00112 i ry i c� 1 5x5 2 4 2x4 I I 4x4 = 5-8-3 0-0-8 5-7-11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.68 Vert(LL) n/a - n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.28 1 >88 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight 26 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-8 -3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 4 SPF No.2 *Except` • 2- 42X4SPFNo.3 REACTIONS (Ib /size) 4= 239 /Mechanical, 5= 462/0 -5-8 Max Horz5= 164(load case 3) Max Uplift4=- 64(load case 4), 5=- 151(load case 4) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= 0/127, 2- 3=- 110/64, 3-4 =- 185/71, 2- 5= 408/178 BOT CHORD 4- 5=- 156/20 WEBS 2 -4= -0/143 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint 4 and 151 Ib uplift at joint 5. LOAD CASE(S) Standard o ttttff Oka ONSi' // .. X EGAANG r LfU �'• CC= ST.L S � .sy ,.._ MO .- C?« / 'S;dNAL 0 December 9,2003 0 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 ■0■.® 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 hill 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, 583 D'Onofrio Drive, Madison, WI 53719. M ITQ k Job Truss Truss Type Qty 'i Ply 8 - Family apt. 1 15844322 30689 JC4 ROOF TRUSS 40 1 g P Job Reference (optional) 5.200 Olympic Buildin Components Jackson, Wisconsin 53037 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:21 2003 Page 1 -1 -10-8 7 -7 -12 _ 1 -10-8 7 -7 -12 2x4 '! Scale = 1:28.0 3 6.00 FiT e 1 5x5 G 1 M III I Ili 4 2x4 I I 4x4 = 01-8 7 -7 -12 0-0-8 7 -7-4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.83 Vert(LL) n/a - n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.31 Vert(TL) 0.44 1 >55 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 34 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6 -0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 SPF No.2 'Except' 2-4 2 X 4 SPF No.3 1 REACTIONS (Ib /size) 4= 345/Mechanical, 5= 552/0 -5-8 Max Horz5= 206(load case 3) Max Uplift4=- 94(load case 4), 5=- 163(load case 4) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= 0/127, 2 -3 =- 141/95, 3-4= 272/113, 2 -5 =- 478/200 BOT CHORD 4 -5 =- 197/29 WEBS 2- 4 = -0/173 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category ll; Exp C; enclosed; MWFRS gable end zone; cantilever left and 1 right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) This truss has been designed for 2.00 times flat roof load of 30.0 psf on overhangs non - concurrent with other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 Ib uplift at joint 4 and 163 Ib uplift at joint 5. LOAD CASE(S) Standard `� * ` s COW!! ............ ff s / N ',, : .. XU GANG * IU ` �0 . ST. 1 - „'R'•• MO ii,,ONA1-- December 9,2003 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 ■11.•® installed and loaded vertically. Applicability or 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 HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITe��/ ® • Job Truss Truss Type Qty Ply 8 - Family apt. 1 15844323 30689 VC1 ROOF TRUSS 2 1 -- — - — - Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:22 2003 Page.1 -- -- _- - 12-6-8 25-1-0 12 -6-8 - -- -- 12 -6-8 5x5 = Scale = 1:46.6 4 , \� 2x4 I'� 7.00112 2x4 II 3 \ � 5 I ";t 2x4 II n. -. 2x4 II 2 g a. 7 loa 3x5* 13 12 11 10 9 8 3x5 2x4 II 2x4 II 2x4 I I 3x6 = 2x4 II 2x4 II I 25-1 -0 I 25-1-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.29 Vert(LL) n/a - n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 83 Ib 1 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SPF No.3 REACTIONS (Ib /size) 1= 189/25 -1 -0, 7= 189/25 -1 -0, 11= 328/25 -1 -0, 12= 388/25 -1 -0, 13= 453/25 -1 -0, 9= 375/25 -1 -0, 8= 456/25 -1-0 Max Horz 1= 168(load case 5) Max Upliftl=- 13(load case 4), 12=- 142(load case 6), 13=- 162(load case 6). 9=- 146(load case 7), 8=- 161(load case 7) Max Grav1= 250(load case 2), 7= 249(Ioad case 3), 11= 328(load case 1), 12= 568(load case 2), 13= 629(load case 2), 9= 555(load case 3), 8= 632(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 169/112, 2- 3=- 177/101, 3-4 =- 185/145, 4- 5=- 185/126, 5-6 =- 176/65, 6- 7=- 163/79 BOT CHORD 1- 13 =0/0, 12- 13 =0/0, 11- 12 =0/0, 10- 11 =0/0, 9-10=-51/144, 8- 9=- 51/144, 7- 8=- 51/144 WEBS 4 -11 =- 261/0, 3-12 =- 497/186, 2- 13= 508/191, 5-9 =- 497/186, 6-8 =- 508/191 NOTES 1) Wind: ASCE 7 -98; 9omph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 1, 142 Ib uplift at joint 12, 162 Ib uplift at joint 13, 146 Ib uplift at joint 9 and 161 Ib uplift at joint 8. LOAD CASE(S) Standard �` \ ,i, -` XUE AiAG I '1' 3 8 9 i ir— •t. •T.L i � I ;. <\\ MO % I S > . — — December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 wl..■® 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 hill 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, 583 D'Onofrio Drive, Madison, WI 53719. M ITT Job Truss Truss Type Qty i Ply 8 - Family apt. 1 15844324 ' 30689 VC2 ' ROOF TRUSS 2 1 Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:22 2003 Page'1 10 -9-15 21 -7 -14 10 -9-15 10 -9-15 5x5 — Scale = 1:43.0 • 4 7.00112 2x4 II , I 2x4 II 5 3 1 i Ii 2x4 II 2x4 11 2 6 R i 1 i 1 1 7 141 I 1 •• .. • • • • •• ii*i: : *: :i :..... Ktiiiti:i:i iii::8iiiiiti :I•iii∎ii ::,,..8:::::; :nisi isi*:∎isisisi i...:.•.. •....:.i *iiiiitit:.:.: ::.:.::.: ∎iiii:;::: :: : *: iii∎iii *i:::K∎iii:lii * : * *: 3x4 13 12 11 10 9 8 3x4 2x4 11 2x4 11 2x4 11 3x6 = 2x4 11 2x4 11 21 -7 -14 21 -7 -14 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 69 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2 X 4 SPF No.3 6 -0-0 oc bracing: 9 -11. REACTIONS (Ib/size) 1= 101/21 -7 -14, 7= 100/21 -7 -14, 11= 325/21 -7 -14, 12= 412/21 -7 -14, 13= 352/21 -7 -14, 9= 395/21 -7 -14, 8= 355/21 -7 -14 Max Horz 1= 142(load case 5) Max Upliftl=- 25(load case 4), 7=- 10(load case 5), 12=- 152(load case 6), 13=- 125(load case 6), 9=- 160(load case 7), 8=- 124(load case 7) Max Gray 1= 126(load case 2), 7= 125(load case 3), 11= 325(load case 1), 12= 603(load case 2), 13= 485(load case 2), 9= 584(Ioad case 3), 8= 488(load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 153/91, 2- 3=- 169/88, 3-4 =- 189/120, 4-5=-189/102, 5-6 =- 169/73, 6- 7=- 128/59 BOT CHORD 1- 13 = -0/0, 12- 13 = -0/0, 11- 12 = -0/0, 10- 11 = -0/0, 9- 10= 46/125, 8- 9= 46/125, 7- 8= 46/125 1 WEBS 4-11 =- 250/7, 3 -12 =- 520/194, 2 -13= 409/157, 5-9=-520/194, 6-8= 409/157 i NOTES ' 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 1, 10 Ib uplift at joint 7, 152 Ib uplift at joint 12, 125 Ib uplift at joint 13, 160 Ib uplift at joint 9 and 124 Ib uplift at joint 8. LOAD CASE(S) Standard .01111 ` : XUE ANG -. 1 3 IEC- 1 �v•: T- OUI ; t- I �'�, MO . ........ • ' C? 1 December 9,2003 ® WARNING • Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 ....8 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 hill regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 M •Te k® Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. ■Job Truss . Truss Type Qty T Ply I 8 - Family apt. 1 15844325 30689 VC3 'ROOF TRUSS 2 1 ;Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:23 2003 Page !1 9-1 -6 — 18-2-11 9-1 -6 9-1 -5 5x5 = Scale = 1:36.2. I 3 7.00112 zxa II 2x4 II H 0 2 4 c v: d li 1 5 1l i 3x6 2x4 II 2x4 II 3x6 = 2x4 II 18 -2 -11 18 -2 -11 Plate Offsets (X,Y): [4:0 -0-0,0 -0-01, [6:0 -0-0,0 -0-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.38 Vert(LL) n/a - n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 54 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SPF No.3 REACTIONS (Ib /size) 1= 210/18 -2 -11, 5= 210/18 -2 -11, 8= 284/18 -2 -11, 9= 504/18 -2 -11, 6= 503/18 -2 -11 Max Horz1= 119(load case 5) Max Upliftl=- 17(load case 7), 5=- 7(load case 6), 9=- 183(load case 6), 6=- 187(load case 7) Max Grav1= 277(load case 2), 5= 277(load case 3), 8= 284(load case 1), 9= 724(load case 2), 6= 725(load case 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 171/105, 2- 3=- 189/104, 3-4 =- 189/86, 4-5 =- 171/105 BOT CHORD 1- 9 =0/0, 8- 9 =0/0, 7- 8 = -0/0, 6- 7=- 37/99, 5-6= -37/99 WEBS 3-8 =- 233/17, 2- 9=- 584/214, 4-6 =- 584/213 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1, 7 Ib uplift at joint 5, 183 Ib uplift at joint 9 and 187 Ib uplift at joint 6. LOAD CASE(S) Standard s ot 1 1 111 *I :• *. xUE ANL ' g T. LdUIS` 1 - ••• j.. MO .. �, At- '�� -- - December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 idle 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 bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 k�// Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. M ITef� Job Truss - -- - - -- Truss Type i Qty PI -- – Y Y 8 - Family apt. 1 30689 VC4 i ROOF TRUSS , 'I2 1 15844326 I Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:23 2003 Pagel • 7 -4-13 -- .- --- -- - - -- — 14-9-9 7-4 -13 7-4-12 _ - - -- 5x5 = Scale = 1:27.7 3 I 7.00 12 I 1 I 2x4 I I j 2x4 II 2 I I 4 III • 1 0 _ [ 6 3x4 ...... .... .:• 2x4 I I 2x4 II • 2x4 11 3x4 I 14 -9-9 14 -9-9 I Plate Offsets (X,Y): 14:0 -0-0,0 -0 -01, (6:0 -0-0,0 -0-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.35 Vert(LL) n/a - Na 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 43 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SPF No.3 REACTIONS (lb/size) 1= 129/14 -9 -9, 5= 129/14 -9 -9, 7= 356/14 -9 -9, 8= 379/14 -9 -9, 6= 379/14 -9 -9 Max Horz 1=- 125(load case 4) Max Uplift1=- 22(load case 7), 5=- 8(load case 6), 8=- 142(load case 6), 6=- 142(load case 7) Max Grav1= 159(load case 2), 5= 159(load case 3), 7= 356(load case 1), 8= 560(load case 2), 6= 560(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 110/87, 2- 3=- 176/100, 3-4=- 176/80, 4-5 =- 110/63 BOT CHORD 1-8 =- 26/58, 7 -8 =- 26/58, 6- 7=- 26/58, 5-6= -26/58 WEBS 3-7 =- 277/42, 2-8 =- 473/173, 4-6 =- 473/173 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf=30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at joint 1, 8 Ib uplift at joint 5, 142 Ib uplift at joint 8 and 142 Ib uplift at joint 6. LOAD CASE(S) Standard ` 1� \ l C'OIV;( / / � ti .4,......* XU: AE -, * t 1 ! 3 :U9 .w�1 fi •T. M O4I ` i t 1401 NA-N \ December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 hill 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, 583 D'Onofrio Drive, Madison, WI 53719. M rre k® • Job Truss _ — - -- -- - - - - -- — Truss Type Ot PI — — Y y 8 - Family apt. 1 15844327' 30689 • VC5 ;ROOF TRUSS 2 1 '. Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:24 2003 Pagel 5-8-3 11-4-7 5-8-3 5-8-4 Scale = 1:21.6 5x6 = 2 7.00112 M 1 1' � r r� 3x8 - - 2x4 II 3x8- 8 I 11-4 -7 11-4 -7 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.36 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 BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 30 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SPF No.3 REACTIONS (Ib /size) 1= 233/11 -4 -7, 3= 233/11 -4 -7, 4= 563/11 -4 -7 Max Horz 1= 94(load case 5) Max Upliftl=- 48(load case 6), 3=- 58(load case 7), 4=- 65(load case 6) Max Grav1= 338(load case 2), 3= 338(load case 3), 4= 563(load case 1) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 221/90, 2 -3 =- 221/90 BOT CHORD 1-4 =- 20/69, 3-4= -20/69 WEBS 2-4 =- 390/100 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 Ib uplift at joint 1, 58 Ib uplift at joint 3 and 85 Ib uplift at joint 4. LOAD CASE(S) Standard '`` t 1 1 111 1 /1 % i XU GANG r .. + . : 11– j 1 • . L u z r 1 . ST. MO • � � / /,'©NAL ; � 0\ 1 December 9,2003 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 hill 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, 583 D'Onofrio Drive, Madison, WI 53719. M ITek® Job Truss - -- Truss Type Qty Ply 8 - Family apt. 1 — - 30689 VC6 15844328; ROOF TRUSS 12 1 I Job Reference (optional) Olympic Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:24 2003 Page'1 3 -11 -10 - - - - -- -- - - - -- 7 -11 -5 3 -11 -10 _ - -- 3 -11 -11 5x5 = Scale = 1:16.3 2 1 i 7.00 12 ' 1 cf r%1 � it 3 1 1 1 L I 2x4 �i ........ NIV. �.. 4.! 2x4 e. 4, . ... we- ....... e...•... w........ 2x4 J , - ,, 7 -11 -5 i 7 -11 -5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.40 Vert(LL) n/a - n/a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2000 /ANSl95 (Matrix) Weight: 20 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 SPF No.3 REACTIONS (Ib /size) 1= 184/7 -11-5, 3= 184/7 -11.5, 4= 318/7 -11 -5 Max Horz 1=- 63(load case 4) Max Upliftl=- 45(load case 6), 3=- 52(load case 7), 4=- 17(load case 6) Max Gray 1= 250(load case 2), 3= 250(load case 3), 4= 318(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 120/49, 2 -3 =- 120/46 BOT CHORD 1-4=- 14/36, 3-4= -14/36 WEBS 2-4 =- 232/60 . NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf =30.0 psf (roof snow); Exp C; Fully Exp. 3) Unbalanced snow toads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 1, 52 Ib uplift at joint 3 and 17 Ib uplift at joint 4. LOAD CASE(S) Standard ;' 'fir; X � GA G ` -I I it • ••• } C� ST. O I : :L T' S.. ............. .•-• C - ''`I; December 9,2003 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE 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 I■o■® 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, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB -89 Bracing Specification, and HIB -91 Q Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITe1�LL ® -- - - - - -- -- __ — — - -- - - - -- - o Truss TTruss Type — YP Oty Ply 8 - Family apt. 1 30689 : VC7 1 ROOF TRUSS 2 1 15844329' i i _Job Reference (optional) Olympic c Building Components, Jackson, Wisconsin 53037 5.200 s Dec 2 2003 MiTek Industries, Inc. Fri Dec 05 12:39:25 2003 Page .1 4-6-2 2-3-1 2 2 -3-1 2.3-1 3x4 == \ Scale: 1.5 " =1' 7.00 1 ''r7 l 3 1 1 I 1 4-6-2 4-6-2 a4Q I Plate Offsets (X,Y): [2:0- 2 -0,Edpe] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.07 Vert(LL) n/a n/a 999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Inc- YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2000 /ANSI95 (Matrix) Weight: 10 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-6 -2 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) 1= 172/4 -6 -2, 3 =172/4 -6 -2 Max Horz 1=- 31(load case 2) Max Upliftl=- 27(load case 4), 3=- 27(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 164/47, 2- 3=- 164/47 BOT CHORD 1-3 =- 26/118 NOTES 1) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 5.0psf; BCDL= 5.0psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 2) TCLL: ASCE 7 -98; Pf=30.0 psf (roof snow); Exp C; Fully Exp. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 1 and 27 Ib uplift at joint 3. LOAD CASE(S) Standard ` 1 �N N `SVd fI S // • '': XUE ANG :. �� 35 U : W; . ! : '.T. L UI stir- :�•. MO :` . 0 December 9,2003 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. li ar 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 , sponsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance arding fabrication, quality control, storage, delivery, erection and bracing, consult QST -BB Quality Standard, DSB-89 Bracing Specification, and HIB -91 cling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITe