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06-0178 (SFD) Truss Calcs5 rumpwients, Inc. TRUSS ENGINEERING Engineering Office 78-150 Calle Tampico Suite 205 B Phone: 760-564-1149 La Quinta, Ca 92253 Fax: 760-564-4313 DATE: 02/08/06 JOB: 5252-6Y BUILDER - Cal Tech Developm 75-150 Calle Tampico, Sui La Quinta, CA 922 c AWAOF LA BUILDING & s. FOR CONSTR 013 SITE ADDRESS Havnes Residence Lot 40 D (CUJhe. Hideav ay La Quinta, CA 922 S 3 fi F F g 0 9 2006 ems. sM Re: 5252-6Y MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Foxworth-Galbraith-Yuma, AZ. Pages or sheets covered by this seal: R20031975 thru R20032033 My license renewal date for the state of California is September 30, 2006. �ROFESSIONG c y C 499 FebrVai;y '8;2006 ,' Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per, ANSI/T'PI-2002 Chapter 2. r- Job Truss Type aty Ply 00 R20031975' 5252-6Y •., A1� MONO HIP j 1 1 Job Reference (optional) I' r Foxworth Galbraith, Yuma, Arizona 85365 jTruss 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:17 2006 Page 1 I rr17 In-" i — 6-1-7 3-10-9 6-0-0 Scale = 1:28.2 1 4x7 MII20-- 4x7 M1120= 3 4 3.00 j 12 - Iy 3x4 M1120 2 l y�7 -CJ 7 6 5 3x6 M1120 2x4 M1120 11 3x10 M1120= 3x4 M1120 11 b47 6-17 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 27.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std'Except* 4-5 2 X 4 SPF 1650F 1.5E 10.0-0 18.0-0, 3-10.9 6-D•0 CSI DEFL in (lac)/deft Lid TC 0.48 Vert(LL) -0.06 1-7 >999 360 BC 0.60 Vert(TL) -0.19 1-7 >999 240 WB 0.76 Horz(TL) 0.03 5 n/a n/a (Matrix) Wind(LL) 0.06 1-7 >999 240 BRACING REACTIONS (lb/size) 1=891/0-5-8, 5=891/Mechanical Max Horz1=155(load case 4) f — Max Uplift1=-122(load case 3), 5=-105(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2235/302, 2-3=-1361/196, 3-4=-1270/200, 4-5=-817/138 BOT CHORD 1-7=-283/2077, 6-7=-283/2077, 5-6=-44/127 WEBS 2-7=0/225, 2-6=-868/164, 3-6=-128/87, 4-6=-166/1261 PLATES GRIP M1120 197/144 Weight: 55 lb TOP CHORD Sheathed or 4-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard AR W design ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 BEFORE USE. . ARNDYG -Verify r9 P v only with MiTek connectors This design is based only upon ammeters shown and is for on individual building component. Design valid for use o y i g y p p g Applicability of design paromenlers 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 responsibillily of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer -For general guidance regarding fobricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. FESSIati� ONG' z G 4 9 9�9 t *\ EXP. 0JI30106 I* , ry 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 0 MOW JobTruss Truss Type Qty Ply 00 R20031976 5M-6y q2 MONO HIP i• 1 — Job Reference (optional) Fpxworlh Galbraith, Yuma, Arizonn 85365 6200 s Jul 13 2005 MiTek Industries, Inc- Wed Feb 08 12:36:18 2006 Page 1 7-1-12 S2 n b 11511k 7-1-12 4-10-4 4-0-0 Scale = 1:282 4x6 M1120- 3 3.00 3x4 M1120 2 1 1 3x7 M1120: 2x4 M1120:1 3x9 M1120- 7=1.1z y-1.1z LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 27.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std US M1120 = 4 F fl I 5 2x4 M1120 11 f2-Q=f3 1G-fl•o 4-104 4-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.62 Vert(LL) -0.08 1-7 >999 360 M1120 197/144 BC 0.66 Vert(TL) -0.25 1-7 >754 240 WB 0.75 Horz(TL) 0.04 5 n/a n/a (Matrix) Wind(LL) 0.08 1-7 >999 240 Weight: 56lb REACTIONS (lb/size) 1=891/0-5-8, 5=891/Mechanical Max Horz1=184(load case 4) Max Uplift1=-124(load case 3), 5=-115(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=21411296, 2-3926/150, 3-4=-8281157, 4-5=-843/136 BOT CHORD 1-7=-279/1982, 6-7=-279/1982, 5-6=-41/51 WEBS 2-7=0/289, 2-6=-1232/219, 3-6=-168/87, 4-6=-145/1037 BRACING TOP CHORD Sheathed or 3-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard QROESSIp'� ON c C 4 �19 X , *\ EXR V/30/06 f * l February 8,1006 WARNJNG • Vcrf/y design pu-mmatirm and AZAD NOTES ON 7111S AND 1NCUMfD ffiTEK HEPEPENCE f'AOE MI1.7473 BEFORE USE- 7•f'le 10eenback Lane m D� ;.7n volld far uva only x<Ih r,nTek C-Oww Clo+s, Thy dc±�n is bo=ed Cn:y irp. n parameter_ ihow . oml4 for oil ii : viducl building consponent Citrus 1 e Y Sl f7 p l� p H y 9r� 3 9 Citrus Heights, CA, 95610�__ Applicabili! of desi n� ❑:clmenler on re r incur arnfian of r_omnvru3ril at re; ur�,fh31f• .af b411girlg Oesi +-not Iru:; dos- ner- &pciri h�.. r. I,. for lufwOl,uPp:ori of IndsiduV w0b mein her: only, Addiliicral tem lyort y kmclno Ip insr.,e �tab11i1y dUrirld CprL5[rue lion L the re-vonsibilh7y of P1e oreelar Addi1-+onO I7rrmpr,enl brown a[1hQ aWw:B 5tnfcl Lire is I-lu re3X1arWbiuly- o f ltle h0W1ina dF slGrner, Wr 0unprel Quid orce ragordrn] labri-plipn, cluoity cerllrol,-twoc,a, deli'•err• emu lion dnO I?roeing, Consult ANSIIIPtI Guallfy. Criteria, 05B-8Ii and KSI Building Companeml M iTekCb 5olety in[prmpHun c>vgllRble from Frus: Plarg In, laule 5530'd nnfrip ❑Ne. Pr•ad'a'kn. WI 537t9. F_ I Job I Truss Truss Type Qty Ply 00 R20031977 5252-6Y A3 MONO HIP 1 1 - Y Job Reference (optional) Foxworlh Galbraith, Yuma, Arizona 65365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 06 12:36:18 2006 Page 1 D 1 1&�� 8-2-2 5-9-14 2-0-0 1 3x8 M1120 3,00 F12 3x4 M1120 2 7 2x4 M1120 11 Scale = 1:28.1 4x6 MII20- 3x5 M1120= 3 4 I 6 5 3x9 M1120= 2x4 M1120 II 8.2-2 i -- 14-0-0 6.2-2 5-9.14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/deft Ltd TCLL 20.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.11 1-7 >999 360 TCDL 27.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.36 1-7 >525 240 BCLL 0.0 Rep Stress Incr YES WE 0.61 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.12 1-7 >999 240 1&0-0 1 2-C-0 PLATES GRIP M1120 197/144 Weight: 581b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-5-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 2-6 REACTIONS (lb/size) 1=891/0-5-8, 5=891/Mechanical Max Horc1=213(load case 4) Max Uplift1=-125(load case 3), 5=-127(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2019/281, 2-3=-504/97, 3-4=-400/108, 4-5=-861/133 BOT CHORD 1-7=-265/1858, 6-7=-265/1858, 5-6=-44/62 WEBS 2-7=0/343, 2-6=-1543/270, 3-6=-263/110, 4-6=-135/924 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard pRpFeSSlp� r *�E P 0 13o �6 �* Ajj, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED FDTER REFERENCE PAGE AUZ-7473 BEFORE USE. Suite G{e61i>zeck Lane __Suite 109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. e Citrus Heights, CA, 95610 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown miff is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component WWI) Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. . r- IJob TYu55l Truss Type Qty Ply 00 J R20031978 5252-6Y Ad 1 MONO TRUSS 1 1 Job Reference (optional) Foxworth Galbraith, Yuma,.Atlzono 63365 6200 s Jul 13 2005 MiTek Industries, Inc- Wed Feb OB 1236:19 2006 Page 1 8.10,11 1.5-" 8-10-11 7-1-5 _ 3,00 1 12 3x8 MII20 Scale = 1:285 3x5 M1120 2x4 M1120 I I B -- 2 l I A 6 7 5 1 47 M1120— 3x8 M1120= 2x4 M1120 11 � 8.11�11 B-10-11 Plate oflsats [x.Y1: r4:o-�-4,0-i-81,Is:o-a-s.a•1-s1- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 095 TCDL 27.0 Lumber Increase 1.15 BC 0.95 BCLL 0.0 Rep Stress Incr YES WB 0.34 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* 1-3 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std `Except* 4-6 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 1 =891/0-5-8. 5=89 1 /Mechanical 7-1-5 _7_ DEFL in (loc) I/deft - Lld PLATES GRIP Vert(LL) -0.19 1-6 >992 360 M1120 197/144 Vert(TL) -0.48 1-6 >389 240 Horz(TL) 0.07 5 n/a n/a W1nd(LL) 0.14 1-6 >999 240 1 Weight: 53lb BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz1=287(load case 9) Max Upliftl=-743(load case 8), 5=-169(load case 9) Max Gravl =1 524(load case 7), 5=905(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4321/2555, 2-3=-2962/1299, 3-4=-2173/639 BOT CHORD 1-6=-2479/3956, 6-7=-2225/2225, 5-7=-2225/2225 WEBS 2-6=-866/311, 4-6=-435/2151, 4-5=-864/204 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 14-0-0 to 16-0-0 for 1200.0 plf. LOAD CASE(S) Standard L WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED bDTEK REFERENCE PAGE MU-7473 BEFORE USE. Sun Suite 109 ^ t Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component, Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer, Bracing shown Citrus Heights, CA, 95610� is for lateral support of individual web members only, Addi tionol temporary bracing to insure stability during cons lruc lion is the responsibillify of the erector. Additional permanent bracing of the overall sfrucfure is the responsibility of the building designer, For general guidance regarding r IaCrlcolion, duolly cortlrol, storage, delivery, erection and br6cang, consult AtM/TPII Qtxallly Criteria, DSB-89 and SCSII Building Component '���® Safely Information gvdllobte Ir. Truss Plate Inslitule, 583'D'onafrio Drive, Moef pW, WI U3 19. M Job Truss Truss Type 4ly Ply 00 R20031979 5252-6Y AS MONO TRUSS 3 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:20 2006 Page 1 - 8-10-11 11 B-10-11 7-1-5 3.00 F12 Scale = 1:28.5 ., 3x8 MII20 4 3x5M1120 y��1 Ij 2x4 M1120 3 2 J i 6 7 5 47 M1120- 3x8 M1120= 2x4 M1120 11 8.10.11 B-10-11 7-1-5 j _Plate Offsets KY): I` LOADING (psf) SPACING 2-" CSI DEFL In (Ipc) Udell Lid PLATES GRIP TOLL 210 Plates Increase 1.15 TIC 0,95 Vert(LL) -0.19 1-6 >992 360 M1120 1971t44 TCDL 27A Lumber Increase 1.15 BC 0,95 Vert(TL) -0.46 1,6 >369 240 BCLL 0"0 Rep Stress Incr YES WB 0.34 HOTZ(TL) 0.07 5 rla nla BCDL 10.0 Code UBC971ANSl95 (Matrix) Wind(LL) 0,14 1-6 2;-999 240 tryelght 53 (b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E *Except* TOP CHORD Sheathed. r 1-3 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. {Il BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 4-6 2 X 4 SPF 1650E 1.5E QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 1=891/0-5-8, 5=891/Mechanical Max Horz 1 =287(load case 9) Max Upliftl=-743(load case 8), 5=-169(load case 9) Max Gray 1=1524(load case 7), 5=905(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4321/2555, 2-3=-2962/1299, 3-4=-2173/639 BOT CHORD 1-6=-2479/3956, 6-7=-2225/2225, 5-7=-2225/2225 WEBS 2-6=-866/311, 4-6=-435/2151, 4-5=-864/204 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 14-0-0 to 16-0-0 for 1200.0 plf. LOAD CASE(S) Standard c ESS ONG N �� ll e a�941 9rn \ EXP DO/30/06 J * 1 S February .. 7..0 7777 WARNING - 40 Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED bHTEK REFERENCE PAGE MU-7473 BEFORE USE. Suite 1099enback Lane Design valid for use only with Milconneclors.This design is based only upon parameters shown, and is for on individual building component- Citrus Heights, CA, 95610��� Applicability of design paromenlers 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 struclure is the responsibility of the building designer. For general guidance regarding fobricalion, quality control, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component M iTek� Safety Information available from Truss Plate Inslilule, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss_ Truss Type 5252.6Y A5A-WG MONO TRUSS Foxwanh Galbraith, Yuma, Arizona 8B36S J Oty Pry 00 R20031980 It 1 Job Reference (optional) 6200 s Jul 13 2005 MiTek Industries, Inc, Wed Feb 08 12:36:20 2006 Page 1 N d I — — 5x8 M1120- $-10-11 IS-0-17 5-10-11 3-0-0 7-1-5 3.00 12 3x8 MII20 Scale = 1:28.5 - 5 3x4 M1120 2x4 M1120 :11 4 3 3x4 M1120 2 y� II I 8 7 9 2x4 M1120 I 3x12 M1120= 6 2x4 M1120 11 5-10-11 3-0-0 7-1-5 Plate 0ftsets. (X,Yj: jl i0-0-3 0 1-_71J5:0-3-4 0-1-81 _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) ldefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.22 8 >837 360 M1120 1971144 TCDL 27.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.32 1-8 >582 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrlx) Wind(LL) 0.06 8 >999 240 Weight: 58lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Sheathed or 2-4-7 oc purlins. 1-4 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-7-2 oc bracing. BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 SPF Stud/Std *Except* 5-7 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 1=89110-5-8, 6=891/Mechanical Max Horc1=199(load case 9) Max Upliftl=-1304(load case 8). 6=-193(load case 9) Max Grav1=2085(load case 7), 6=930(load case 6) QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-6435/4444, 2-3=-4447/2945, 3-4=-3670/2146, 4-5=-2390/965 BOT CHORD 1-8=-4378/6078, 7-8=-4378/6078, 7-9=-4345/4345, 6-9=-2894/2906 WEBS 3-7=-649/237, 5-7=-468/2034, 5-6=-867/227, 2-8=-19/161, 2-7=-744/343 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed for a total drag load of 280 plf. Connect truss to resist drag loads along bottom chord from 11-2-0 to 16-0-0 for 927.0 plf, J LOAD CASE(S) Standard A& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM-7473 BEFORE USE. 7777 Suite Greenback Lane 109 L Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Citrus Heights, CA, 95610M "W Applicability of design poramenlers and proper incorporalion 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 Simi 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 tracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 1T (� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, , r: 1 . Job Truss Truss Type ❑ty Ply a a R20031981 525245Y '� A5.ORA6 MONO TRUSS 1 1 Job Reference (optional) Faxwoflh Galbraith, Yuma, Arizona 85385 6.200 a Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:20 2006 Page 1 8.1 e-11 16-0-0 8-10-11 7-1-5 3.00 2 3x8 MII20 Scale = 1:28.5 4 3x5 M1120 j ■ �I 2x4 M1120 is 3 � 2 I 4 cd 4x7 M1120- 6 3x8 M1120= &1L1-T 7 1 F-Cf 0 8-10-11 7-1-5 Plate Offsets [x,Y�:_[4:D 3 4,0-1�Z, f�:0 3-8,0-1 81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.19 1-6 >992 360 TCDL 27.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.48 1-6 >389 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.07 5 n/a n/a BCDL 1010 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.14 1-6 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E "Except" 1-3 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std "Except" 4-6 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 1=891/0-5-8, 5=891/Mechanical Max Horz 1 =287(load case 9) Max Upliftl=-743(load case 8), 5=-169(load case 9) Max Gravl=1524(load case 7), 5=905(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4321/2555, 2-3=-2962/1299, 3-4=-2173/639 BOT CHORD 1-6=-2479/3956, 6-7=-2225/2225, 5-7=-2225/2225 WEBS 2-6=-866/311, 4-6=-435/2151, 4-5=-864/204 7 5 2x4 M1120 11 PLATES GRIP M1120 197/144 Weight: 53 lb BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW, NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 14-0-0 to 16-0-0 for 1200.0 plf. LOAD CASE(S) Standard Ah� WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MII-7473 BEFORE USE. t rs shown, and is for an individual building component - Applicability n valid for use only with MiTek conneclors.This design is based only upon arame e s , a 9 o Y 9 Y P P 9 P Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for la leral support of individual web members only. Addi lionol temporary bracing to insure stability during cons truc lion is the responsibillity of the erector, Addifional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication „fpld!XV06nlrol, storage, delivery, erection anp.brocfng, consull ANP/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Inforajolll". Hyd0.I]`Or able from Truss Plate Institute, 583 1ptrio Drive, Mod6dn, WI 53719. Vy, FESst � ONG rn W C Al 9 .X *\ EXFW9/30/06 /* , bruary 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 MiTek® / Job I Truss 5252-6Y �, A6 Fomorlh Galbraith, Yuma, Arizona 85365 1 Truss Type aty Ply 00 R20031982 JACK 4 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:21 2006 Page 1 6-1-2 8-0-0 5-1-2 2-10-14 3 J Scale = 1:14.6 3.00 12 3x4 MII20 2 5 4 2x4 M1120 11 3x4 M1120= 3x4 M1120= 5-1-2 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 1-5 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.05 1-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 23lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing_ WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=442/0-5-8, 3=69/Mechanical, 4=369/Mechanical Max Horz 1 =88(load case 3) Max Uplift1=-53(load case 3), 3=-21(load case 3), 4=-55(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-774/75, 2-3=-48/10 BOT CHORD 1-5=-126/703, 4-5=-126/703 WEBS 2-5=0/194, 2-4=-784/141 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard pgOFESS10 4 CO) G <0 C� 19 * EX 91+30106 WARM ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. NG -Verify design P 9 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorpora lion 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 [he responsibility of the erector, Addilional 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, consul[ ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �t= 7777 Gr99nhaclr Lane Suite 109 Citrus Heights, CA, 95610� MiTek Job Tntgs 5252-6Y ABA Foxworth Galbraith, Yuma, Arizona 85365 Truss Type Qly Ply ❑ 0 ' R20031983' MONO TRUSS 1 1 Job Reference (optional) 6 M a Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:21 2006 Page 1 1 0 3x4 M1120= LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 27.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E I Scale = 1:13.4 3.00112_ rlVl 3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TC 0.94 Vert(LL) -0.11 1-3 >718 360 Milk 197/144 BC 0.37 Vert(TL) -0.22 1-3 >359 240 WB 0.00 HOrz(TL) -0.00 2 n/a n/a I (Matrix) W Wind(LL) 0.00 1 '"" 240 Weight: 16lb BRACING TOP CHORD Sheathed or 6-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=381/0-5-8, 2=314/Mechanical, 3=67/Mechanical Max Horz 1 =77(load case 3) Max Uplift1=-45(load case 3), 2=-107(load case 3) Max Grav1=381(load case 1), 2=314(load case 1), 3=134(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-68/68 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Q�y(}FESSIa,� 1 Y. � C 49419 IT i *1 EXP P9�3=15 /* , ebrua WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED YSTEK REFERENCE PAGE IUI--7473 BEFORE USE. 7777 LSreorlbacR Lane L Cesn n volid Iw usu with f'Rek conr4Clom Ifu: omign Is.=eb only upon pi it arnr: tern shc•n n, and for vn imclividuol building componanl, Suite 109 3 Y Citrus Heights, CA, 95610� Applicability of dE:lcjn pnrnmen}ers and prt]" Intdtporrs8dn a campanerN I: re. Spon.iblliry O1 DuilcSrQ desir7ner - rwl buss daiigr;e•. Bracing hurt Is for Ioferul Suppert <r inoivldudl web memW, rely. Addli ianol to mporary brOdrlg 10 inSaim Srnbilily [L rlrsa cansiruclian I; Ina respi nJ iblolly nI the cn:c tvr.Add l id not ptmlaneni IHacinj of the SlNclure. is Iha to pdmib9i ly of Irla Uukti ng dP9gftar_ Fcr gonmol gu idonce re-g rdimg !� {r� i�ntian.:Iuolify control, ;forogo. deIvery, n Jhicn>Snd trying, Cwl:ull ANs11IP11 Qualllr Crjter[A r)56.89and liCS11 Ilu6fling Cnlnpnnenr �■ 1���.m Surety lntormatlon owoirnhkr4rom Tru.=_ Plate In5111ute. 583 tl Cono fri4 Wye, Adodean, WI ,537I S- � Job Truss 1Truss Type Qty Ply 00 l R20031984 5252-6Y A7_ JACK 2 1 Jnh Reference (optional) Fomorth Galbraith, Yuma, Arizona 85365 6,200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:21 2006 Page 1 3.00 F12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.06 1-3 >999 360 TCDL 27.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.12 1-3 >584 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Cade UBC97/ANS195 (Matrix) Wind(LL) 0.00 1 '""` 240 LUMBER TOP CHORD 2 X 4 SPF 165OF 1,5E BOT CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 1=324/0-5-8, 2=267/Mechanical, 3=57/Mechanical Max Horz 1 =67(load case 3) Max Uplift1=-38(load case 3), 2=-92(load case 3) Max Grav1=324(load case 1), 2=267(load case 1), 3=114(load case 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-59/59 BOT CHORD 1-3=0/0 —fl Scale = 1:12.1 _ I 3 PLATES GRIP M1120 197/144 Weight: 14 lb BRACING TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ruuludly WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE M I-7473 BEFORE USE. 7777 Gruen ncucri Lane QP Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual building component- Suite 109 Citrus Heights, CA, 9561 D '! Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M'T�K� Safety Information available from Truss Plate Institule, 583 D'Onofrio Drive, Madison, WI 53719. ' Job Truss 5252-5Y AS Foxworth Galbraith, Yuma, Arizona 05365 Truss Type Qty Ply 00 R20031985 JACK 2 1 Job Reference (optional) 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb OB 12:36:22 2006 Page 1 1 3-11-11 3.00112 — 7Y1 1 r3xdisel 3-1 T•i 7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/deft L/d TCLL 20.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 1-3 >999 360 TCDL 27.0 Lumber Increase 1.15 BC 0,11 Vert(TL) -0.02 1-3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "'" 240 LUMBER BRACING 2 PLATES GRIP M1120 197/144 Weight: 9 lb TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=210/0-5-8, 2=173/Mechanical, 3=37/Mechanical Max Horzl=47(load case 3) Max Upliftl=-24(load case 3), 2=-60(load case 3) Max Gravl =21 0(load case 1), 2=173(load case 1), 3=74(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-41/41 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind, The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Aliik WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. parameters shown and is for an individual building component, Desi n valid for use only with MiTek connectors This design is based only upon 9 Y 9 Y P P 9 Applicability of design paramenlers 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. Addilionol permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crileria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719- Scale = 1:8.9 �bV-0 131011/4 �,D 4ONG{y" z C 49 9 m *\ EXP- OF730106 /* FebruahkK2006 .77.77 Graenhackl_ana. m Suite 109 Citrus Heights, CA, 95610 MITeke L_ J66 Truss 5m-fly AS Fnrwooh Galbraith, Yuma, Arizona 85365 LOADING (psf) TCLL 20.0 TCDL 27.0 BCLL 0.0 BCDL 10.0 Truss Type Qty Ply 00 R20031986 JACK 2 1 Job Reference (oplEonal) _ 6.200 s Jul 13 2605 Mrrek Industries, Inc, Wed Feb 08 12:36:22 2006 Page 1 2 1-1 S-1i 1-11-11 3.00 ; 12 11 I 1� 30 MII2D^ 1-11-11 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 1 >999 360 Lumber Increase 1.15 1 BC 0.03 Vert(TL) -0 00 1-3 >999 240 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 1 -- 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 1=109/0-5-8, 3=19/Mechanical, 2=90/Mechanical Max Horz1=27(load case 3) Max Upliftl=-12(load case 3), 2=-32(load case 3) Max Grav 1 =1 09(load case 1), 3=38(load case 2), 2=90(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-23/23 BOT CHORD 1-3=0/0 PLATES GRIP M1120 197/144 Weight: 5 lb BRACING TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing - NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6-0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dlrrienslans 45 ft by 24 ft with exposure C ASCE 7-93 per UBC9VANS195 [fend varticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip Increase is 1-33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:6.6 t cui uai y 7777 Greenback Lane W.IHNFNG - Verify r[esrgnpuumeLaTs and peen gars ❑N TfflS AND jNGZrIRi➢ M1T8K REFERENCE PAGE MII•7473 f16FOh'E USE. ���m _podgn •rglfd rpr u;e Only -Nilh r4yek Cgnnartors, this de: ign is Unty uPan pzpwim rm :r;a::n, ❑r.d i; for an Ir,di:iyual LuPdir.g comp.:nQr11. Suite 1 e i 6e 66MI of des n poromanign cu1<1 up Lr Inc❑ •orn tlon of com enl l=-res n;ibilli df bulding devmar- no 1n15S.<iQ!i rer 1$ro Citrus Heights, CA, 95670 +4AP Y Fl pt' rF A� FA 9 � : y ilx7wn � it tortdIE{bl. Support of iirdividOdl well mernbCr. Only. Adriil-moral lempor ory• lmuuin3 Io imw • 5I obTiy dWrir7 [nnsliUC i-n u the rospcn;iddlily of he owc tbr. Addilkwu3i pamloW. 1 hrdcing ar 8 O o-+ercll :trucluro ks the rrr;por3ibllity W the 6uldi77 de=:7ner- Fc.r ;;9nergf ryu;don�=e iega dlr.g ■ j lobrko hpn, quoly tun ital. jk? mge. doluory, arecl:on cb.d brocing, comult A"SIMI] QudRy werty, Ilea-89 and IICSIi 8eli fng Component safely safely Information P'•dllcgliu from Tru57 Frldfe tfelllule.583 D'Onalr<7 i❑rive, ry4vdian:lyl s3719, 'rli Job Truss 5252-6Y A-GRDA Fomorth Galbraith, Yuma, Arizona 85365 Truss Type Qty Ply 00 R20031987 MONO HIP 1 1 _ Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc, Wed Feb 08 12:36:22 2006 Page 1 5-04 4x9 M1120 2-11-12 2-11-8 5xB M1120— 5-0-9 2x4 M1120 II 6x8 M1120 3.00112 3 4 5 2x4 M1120!! 6x6 M1120- 6x10 M1120- Scale = 1:27.7 3x7 M1120 I °m F:-O-G 1041-8 16-o-G 5-04 2-11-12 2-11-8 5-0-9 Plate Offsets MY): 13:0-5-4;04-A, 0-Uli f8:0-2-8,0-4.81 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.11 8-9 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.32 8-9 >594 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.11 8-9 >999 240 Weight: 67lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E "Except` 3-5 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std 'Except` 5-6 2 X 4 SPF 1650F 1.5E, 5-7 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 1=1688/0-5-8, 6=2318/Mechanical Max Horz 1 =1 21 (load case 4) Max Uplift1=-168(load case 3), 6=-252(load case 3) BRACING TOP CHORD Sheathed or 2-7-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing - FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5138/476, 2-3=-4809/434, 3-4=-3935/410, 4-5=-3935/410, 5-6=-2102/300 BOT CHORD 1-9=-452/4886, 8-9=-452/4886, 7-8=-404/4724, 6-7=-87/351 WEBS 2-9=-36/71, 2-8=-277/85, 3-8=-16/1330,3-7=-966/25,4-7=-934/295, 5-7=-351/3895 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Girder carries hip end with 0-0-0 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 988 lb down at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert:1-3=-94, 3-5=-224(F=-130), 1-8=-20, 6-8=-48(F=-28) Concentrated Loads (lb) Vert: 8=-988(F) - A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 BEFORE USE. r`l Design valid for use only with MiTek conneclors This design is based only upon parameters shown and is for an individual building component. es9 Y 9 Y P P 9 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not Iruss designer, Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during conslruc lion 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L - - - - - - - - fix t4dl N9X M. 7717 Greenback Lane ® Suite 109 Citrus Heights, CA, 95610 MiTekm Job c Puss 5252-6Y IP I Famorlh Galbraith, Yuma, Arizona 85365 a-3-t s 4-3-15 Truss Type Qly Ply 00 R20031988 MONO TRUSS '1 1 Job Reference (optional) 6200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:23 2006 Page 1 3x4 M1120 M0 2,12I12 3-2-10 3-8-7 2x4 M1120 11 3 Scale = 1:19 0 3x8 M1120 4 5 8 6 2x4 MII20 11 3x12 MII20- 3x5 M1120 _ 2x4 M1120 11 4$15 1 7$-10 11 7-0 4-3-15 3-2-10 3-8-7 Plate Offsef5 [X`Yj_ f4,0-3-5,OA41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/defl L/d PLATES GRIP TCLL 20,0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.05 7-8 >999 360 M112O 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.14 7-8 >926 240 BCLL 0.0 Rep Stress Incr NO WB 02 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.04 8 >999 240 Weight: 38lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std "Except" 4-7 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Sheathed or 4-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=597/0-7-12, 6=1192/Mechanical Max Horzl=1O3(load case 3) Max Upliftl=-4O(load case 3), 6=-141(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2191/150, 2-3=-1720/119, 3-4=-1774/168, 4-5=-8/0 BOT CHORD 1-8=-239/2116, 7-8=-239/2116, 6-7=0/0 WEBS 2-8=0/111, 2-7=-459/55, 3-7=-726/192, 4-7=-218/1959, 4-6=-1111/184 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard / 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 �eR1 Trapezoidal VertL1 a8(Fp 3, B=43)-to-4=-260 F=-83, B=-83 , 4=-220 F=-83, B=-83-to-5=-224 F=-85, B=-85 , 1=-2 F=9, B=9 4d-6=-56(F=-18 F►D�NG 41 B=-18) - C? m C4 19 * . EXP. 900/06 * 1 February WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh MiTek conneclors, This design is based only upon parameters shown, and is for an individual building component. Suite 1 09 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer.Bracingshown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector- Additional permanent bracing of the overall slruclure is the responsibility of the building designer. For general guidance regarding r� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCS11 Building Component M��4m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I h Job Truss Truss Type Qty 1 Ply 00 5252-6Y B1 MONO TRUSS 10 1 Job Reference (optional) 11200319/9 J 1 Foxworth Galbraith, Yuma, Arizona 85385 6200 s Jul 13 2005 MiTek Industries, Inc, Wed Feb 08 12:36:23 2006 Page a-2-9 77+6•G 17-141; 6-2-9 5-3-6 5-7-8 3.00 12 2x4 M1120 11 Scale = 1:32.7 �1 3x5 M1120 4 3x4 M1120 2x4 101120-z�- 3 1 i 45 M1120 - 8 7 6 3x5 M1120= 3x4 M1120— 3x4 M1120= a-8.7 -1-e 8-8-3 8-5-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.16 6-8 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0-40 6-8 >498 240 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0,10 1-8 >999 240 Weight: 59lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 1-7 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=1122/0-5-8, 6=1122/Mechanical Max Horzl=180(load case 3) Max Upliftl=-142(load case 3), 6=-190(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2800/364, 2-3=-2243/217, 3-4=-2131/231, 4-5=-75/38 BOT CHORD 1-8=-487/2643, 7-8=-271/1422, 6-7=-271/1422 WEBS 2-8=-623/219, 4-8=-45/1041, 4-6=-1626/310, 5-6=-208/69 BRACING TOP CHORD Sheathed or 3-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-6 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections, 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1-15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-94, 1-6=-40(F=-20) A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. i n valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component. Design y g y po p g p Applicability of design paromenters and proper incorporation of component is responsibility or building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 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 brocing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Inslifule, 583 D'Onofrio Drive, Madison, WI 53719. QRQF Efto �pONG Z C 4 49 *� EXP. 015/30/05 /* ary M006 7777 Greenback 1_6Ae Suite 109 Citrus Heights, CA, 95610�ff _ MfTekm Job Truss 5252-6Y 01A Foxworth Galbraith, Yuma, Arizona 85365 Truss Type Qty Ply 00 R20031990 MONO TRUSS 4 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc, Wed Feb 08 12:36:23 2006 Page 1 5-9-1 5-3-6 5-7-8 2x4 M1120 Scale = 1:32.4 3.00 12 S H1G 3x4 M1120 4 3x4 M1120 2x4 M1120 �� 3 2 3x8 M1120 11 45 M1120= 8 7 6 3x4 M1120 — 3x4 M1120 = 3x4 M1120 8-2-11 8-5-5 Plate Offsets (X,Y): .---_..-_..- 11:0-0-3,0-1-10],11:0-3 0,0 8 t2] I - _ -. .- ._-.� — — LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.14 6-8 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.31 6-8 >635 240 1 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.07 1-8 >999 240 Weight: 59lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=936/Mechanical, 6=936/Mechanical Max Horz1=180(load case 3) Max Uplift1=-114(load case 3). 6=-163(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2306/291, 2-3=-1780/153, 3-4=-1668/167, 4-5=-75/38 BOT CHORD 1-8=-415/2142, 7-8=-241/1200, 6-7=-241/1200 WEBS 2-8=-559/207, 4-8=0/765, 4-6=-1372/275, 5-6=-206/68 BRACING TOP CHORD Sheathed or 4-2-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-6 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC971ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard . - - oeRp�r E551pf�� OONG a C 49 * EXP 0 010^0 IVII ' �qT ry 8Ta WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid [OF use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters 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 responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrica lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'OnofJo Drive, Madison, WI 53719- 7777 Greenback Lane r_m Suite 109 Citrus Heights, CA, 956101�"W Woke Job Truss Truss Type City Ply 00 I5252-6Y B147RAG (MONO TRUSS 1 1 R20031991 ` Job Reference (optional) Foxworth Galbraith, Yuma, Aftzane B53B6 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 06 12:36:24 2006 Page 1 4-11-16 9-1� 1�-9.2 _i_ 17-1.5 4-11-15 4-1-7 3-7-12 4-4-6 46 M1120 Scale = 1:32.6 _ 3.00 12 6 { 2x4 M1120 11 r 5 y 3x4 M1120 / 3x4 M1120 4 3x4 M1120 3 v n � 21 W i iLI 49 M1120 11 12 10 9 8 7 2x4 M1120 1! 3x4 M1120= 3x5 M1120= 2x4 M1120 49 MII20— d-11-15 9-1.6 124_2 17-1.8 4-11-15 4-1-7 3-7-12 4A-6 Plate Offsets X,Y): 1:Edge,0-1-151 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.23 10-11 >887 360 I M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.34 10-11 >599 240 I BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 11 >999 240 Weight: 67lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-5-3 oc purlins. r BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 3-11-2 oc bracing. Ilk 1-9 2 X 4 SPF 210OF 1.8E WEBS 2 X 4 SPF Stud/Std QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 1=955/0-5-8, 7=955/Mechanical SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 1 =21 1 (load case 8) Max Uplift1=-1117(load case 8), 7=-199(load case 9) Max Grav 1 =1 954(load case 7), 7=989(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5990/3709, 2-3=-4365/2688, 3-4=-3865/2386, 4-5=-2744/1827, 5-6=-1939/1049 BOT CHORD 1-11=-3743/5713, 11-12=-3743/5713, 10-12=-3743/5713, 9-10=-2947/4330, 8-9=-1794/3316, 7-8=-1484/1484 WEBS 2-11=0/191, 2-10=-1055/436, 4-10=-81/403, 4-8=-956/234, 5-8=-420/143, 6-8=-305/1438, 6-7=-953/220 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to ,wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed for a total drag load of 219 plf, Connect truss to resist drag loads along bottom chord from 6-5-8 to 17-.1-8 for 351.6 plf. LOAD CASE(S) Standard I L ,, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not Iruss designer, Bracing shown is for Ialeral support of individual web members only. Addilional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall slruclure is the responsibility of the building designer, For general guidance regarding fabricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component {IrI Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1_. f-Cul UCII y 7777 Greanbock•f aoe �® Suite 109 Citrus Heights, CA, 95610M — 0 Welke Job Tntss Truss Type City Ply 0 0 15252-6Y i �S2 MONO TRUSS s 1 Job Reference (optional) R20031992 Foxworth Galbraith, Yuma, AtRblll e61485 6.200 s Jul 13 2005 MiTek Industries, Inc Wad Feb OB 12:36:24 2006 Page 1 r,2.9 _ ,� 1-$-t1, I i2.2.0 6-2-9 5-3-6 0-8-0 f 3.00112 3x5 M1120 Scale = 1:22.1 4 3x4 M1120 2x4 141120'� 3 2 ° a 1 _ I _ 7 6 5 3x5 M1120— 3x5 M1120- 3x4 M1120- 2x4 M1120 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TIC 0.68 Vert(LL) -0.12 1-7 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.29 1-7 >482 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 5 n/a n/a BCDL 100 Code UBC97/ANS195 (Matrix) Wind(LL) 0.05 1-7 >999 240 Weight: 40 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-4-3 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=672/0-5-8, 5=672/Mechanical Max Horz 1 =1 29(load case 3) Max Uplift1=-82(load case 3), 5=-117(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1462/216, 2-3=-755/32, 3-4=-672/46 BOT CHORD 1-7=-295/1363, 6-7=0/0, 5-6=0/0 WEBS 2-7=-840/273, 4-7=-88/898, 4-5=-674/120 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. _ ,'' LOAD CASE(S) Standard r=- Z n C 49 9 IT L* EXP.- /30/06 Lebruary 006 t WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane Suite 109 � fill Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, Citrus Heights, CA, 9561D� Applicability of design paramenlers 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 responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding tobricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iT@k� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 11Job 'truss I5252-6Y �aZ4-oFiAG l Foxwonh Galbraith, Yuma, Arizona 85365 V LI 1 N a u 4x5 M1120= 8 6-2-9 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1 15 TCDL 27.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std Truss Type Qty Ply 00 R20031993 MONO TRUSS 1 1 Job Reference (optional) 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:24 2006 Page 1 3x4 M1120 2x4 M1120,�� 3 2 5-3-6 0-8-0 3.00112 3x5 MII20 Scale = 1:22.1 4 I I I I I I 7 6 5 3x5 M1120= 3x4 M1120= 2x4 M1120 11 8-8-3 3-5-13 CSI DEFL in (loc) I/dell Ud PLATES GRIP TC 0.68 Vert(LL) -0.12 1-7 >999 360 M1120 197/144 BC 0.47 Vert(TL) -0,29 1-7 >482 240 WB 0.54 Horz(TL) 0.02 5 n/a n/a (Matra) Wind(LL) 0.05 1-7 >999 240 Weight: 40lb BRACING TOP CHORD Sheathed or 3-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-4-10 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 1=672/0-5-8, 5=672/Mechanical SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 1 =205(load case 9) Max Uplift1=-528(load case 8), 5=-132(load case 9) Max Grav 1 =1 1 18(load case 7), 5=687(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2982/1800, 2-3=-1566/841, 3-4=-972/355 BOT CHORD 1-8=-1760/2361, 7-8=-359/1427, 6-7=0/0, 5-6=0/0 WEBS 2-7=-884/316, 4-7=-126/936, 4-5=-692/137 NOTES 1) This truss has been designed for the wind loads genaratad by 80 mph wlnds at 26 It above ground level, using 13.0 psf tap chord dead loanl f and 6.0 psf bottom chord dead load, 100 ml from hurricane oceanllne, on an occupancy category 1, condition I enclosed building. r3f. Invert slons 45 ft by 24 ft with exposure C. AS.CE 7-93 per U$Cg71ANSI95 If end verticals or cantilevers exist, they are exposed to jvind:,- If porch as exist, they ars not exposed to Wind. The lumber DOL increase is 1,33. and the plate grip increase is 1.33 2) This truss has been designed for a 10,0 psf bottom chord live Toad n o nconcurrent with arty other IIve knads- 3) Refer to girder(s) for truss to truss connections- 4) This truss has been designed for a total drag load of 136 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 lo•3-A=0 for 551.6 pif. LOAD CASE($) Standard _- r�ti ��1�L�1•IVG 1 CA 9 �'^1T IV I'L J WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building com onenl s9 Y 9 Y P P 9 P Applicabilily of design paramenters and proper incorporolion of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Addilional temporary bracing to insure stability during construction is the responsibillity of the ereclor, Additional permanent bracing of the overall slruclure is the responsibility of the building designer, For general guidance regarding fabricalion, quolily control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component LSafety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I 6 J*, ry ur- vt) 7777 Greenback Lane m Suite 109 Citrus Heights, CA, 95610 M7ake Job Truss Truss Type Qly Ply d 0 R20031994 5252-6Y B-DRAG MONO HIP 1 2 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6,200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 06 12:36:25 2006 Page 1 7 24 12-2-14 117.4-4 , 23.4-0 7-2A 5-0-10 3-9-2 1-4-4 5-11-12 Scale = 1:41.9 1 600 M1120- 5x12 M1120= 3A0 F12 4x7 M1120- 4x6 MII20— 4 5 6 3x7 M1120 3 5x5M1120 2 _ , /•r• 11 1 4x 5 MII20— Y 17 I' o m d f` N 4x8 M1120— 16 18 19 15 14 13 9 8 20 7 3x8 M1120 11 8x10 M1120= 3x6 M1120 II 2X4 M1120 11 5x7 MII20= 17-0-4 7.24 12-2-14 1&" 17-1-a 219-12 23-" 7-24 5-0-10 3-9-2 1-1-8 4-5-8 1-6-4 0-2-12 Plate Offsets (X,Y): f1:0-4-15,0-0-31, f2:0-2-8,0-3-01, f4:0-6-0,0-2-01, f6:0-1-8,0-3-01, f10:0-5-8,Edgel, (12:0-6-0,0-1-01, [15:0-5-0,0-5-8]Ti LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.12 15-16 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0 66 Vert(TL) -0.32 15-16 >650 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) -0.04 17 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.1115-16 >999 240 Weight: 261lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-3-8 oc purl ins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E "Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-13 2 X 8 SPF 1950F 1.5E, 7-9 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std 'Except' 4-14 2 X 4 SPF 1650F 1.5E, 12-15 2 X 4 SPF 1650F 1.5E 6-7 2 X 4 SPF 1650F 1.5E, 5-8 2 X 4 SPF 1650F 1.5E OTHERS 2 X 6 SPF 1650F 1.5E REACTIONS (lb/size) 17=-376/0-5-8, 1=2560/0-5-8, 11=9665/0-8-14 (input: 0-5-8) Max Horz 1=1188(load case 11) Max Upliftl 7=-1 843(load case 7), 1=-773(load case 8), 11=-3040(load case 8) Max Grav 1 7=1 530(load case 8), 1=2957(load case 7), 11 =1 1337(load case 7) FORCES (1b) - Maximum Compression)Maximum Tension t �, TOP CHORD 1-2= 1013912774, 2-3=-455311127, 3.4 =-551/2083, 45=141515318, 5 6W-110713714, 7-17 121112027, 6;4 z-572117 s r BOT CHORD 1-16=175718774, 16-18=17571$774, 18-19=175718774, 15-19-175718774, 14-15=-33113, 13-14=010, 11-yam 2676/1 ++ 10-11=-4598/2289, 8-9=010, 8-20=-221T7, 7-20-243212487 �. -3 12 =� i WEBS 2-16=27212238, 2=15=-0737i79S, 3-15=62112819, 3.12=-634911480, 12-14=-126/1088. 4-12-77714485,:# 7-10=272112730, 12-15=-127615005, 5-11 =512412078, 8-10=-178/1426, 5-10-171114071, 6-10=-42721i376; c- > , NOTES i:I'7 ni,4r+�► s.,r d7 '� 1) 2-ply truss to be connected together WIT h 0.731"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 tow at 0-9-0 tic. r" r .- Bottom Chords con nacted as follows_ 2 X 8 3 rows at 0-4-0 ac, 2 X 4 -1 row at 0-4-0 oc. 2 X 6 - 2 rows at 0-7-0 oc. ' Webs connected as follows: 2 X 4 -1 row at 6-9-0 oc. !�' 910 - S/pN ?)All loads are considared equally applied to all piles, except if rioted as front (F) or hack (13) face In the LOAD CASE(S) section, Ply19 pry QNG connections have bean provided to d!sfrlbu[a only loads noted as (F) or (9). unless otherwise Indira led. � (f '1 3) This truss has been designed far the And loads generated by 80 mph wlnds at 25 It above ground level, using 6.0 psf lop ehotd dead•Ioad and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I anclased building, of �1 dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they Are exposed to Wind. If LJ I'+, # rn porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 rX 4) Provide adequate drainage to prevent water ponding. E9130/06 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads- 6) WARNING: Required bearing size atjoint(s) 11 greater than input bearing size. 7) Bearing atjoint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity -Of . bearip I..surface- Continuad on page 2 F 1: Ae WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7M.Suite 1 U0MrWClt¢ Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component. e Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA,:f1564fr. is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibilliiy of the ereclor. Addilional permanent bracing of the overall shuclure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ffek i Job Truss Truss Type pty Ply 00 R20031994 5252-6Y &DRAG MOND HIP 1 G e� _ Joh Reference (optional) Faxworth Galbraith, Yuma, Arizona 85365 6200 s Jul 13 2005 MiTek Industries, Inc, Wed Feb 08 12:36:25 2006 Page 2 NOTES 8) This truss has been designed for a total drag load of 150 plf. Connect truss to resist drag loads along bottom chord from 21-4-0 to 23-4-0 for 1750.0 plf. 9) Uplift for first LC exceeds limits 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2318 lb down and 343 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-94, 4-6=-94, 1-19=-20, 13-19=465(F=-445), 10-12=-465(F=-445), 7-9=-465(F=-445) Concentrated Loads (lb) Vert: 18=-2318(F) V WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED A11TER REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors- This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector- Additional permanent bracing of the overall structure is the responsibilily of the building designer. For general guidance regarding fabrication, quality conlrol, storage, delivery, erection and brocing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 j Woke I Job Truss`. 5252-6Y C Foxworth Galbraith, Yuma, Arizona 65365 Truss Type COMMON Qty Ply 00 R20031995! a 1 Job Reference (optional) 6 200 s Jul 13 2005 MiTek Industries, Inc, Wed Feb OB 12:36:26 2006 Page 1 3x6 M1120-= 6-1-0 4x7 M1120- 3,00 112 2 _. 6-1-0 Scale = 1:20.7 re 3 R 0 4 2x4 M1120 11 3.6 M1120-= 6-1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in I (toc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.04 3-4 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.12 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 Wind(LL) 0.04 1-4 >999 240 Weight: 30lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-2-5 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=677/0-3-8, 3=677/0-3-8 Max Horz1=10(load case 3) Max Uplift1=-90(load case 3), 3=-90(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1571/201, 2-3=-1571/201 BOT CHORD 1-4=-156/1448, 3-4=-156/1448 WEBS 2-4=0/297 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard 9QRpF ESSIay� �p[JNG y,GC�yc t� m C49 * EXP.0 0106 , Ai WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU--7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown, and is for on individual building component_ Suite 109 Applicabilityof design aromenters and proper incorporation of component is responsibility of building designer not truss designer, Bracing shown Citrus Heights, CA, 95610� 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the 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 ANSI/TPII Quality Crlleria, DSO-89 and BCSII Building Component l ■ ��1'R Safety Information available from Truss Plate Inslilute, 583 D'Onofrio Drive, Madison, WI 53719_ Walk Job T111419 Truss Type Qly Ply 00 R20031996 5252-6Y SPECIAL 117 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc- Wed Feb 08 12:36:26 2006 Page 1 1 3-1D-6 7-1.8 10-11-0 1444 184-0 22-" 25.104 I 29.3'-4 3-10-0 3-6-8 3-6-8 3-6-6 3-9-8 3-9-8 3-9-8 3-5-4 Scale = 1:54.4 5x7 M1120= 3.00 12 4x7 M1120 4x7 M1120 6 2x4 M1120 1 2x4 M1120 11 5 1 7 .4 8 US M1120 -1 0 -" - 3x5 M1120 3 •� 3x5 MII20 3x5 3x5 M1120 -_� 3x4 MII20 4x6 M1120 2 _ r 1 17 10 11 4x5 M1120 1 _ 18 6x8M1120= 16 _ -_ r. �."• , 12 3x12 M1120 4x12 M1120 -- -i,�. 19 15 _ _ -I` o -_ 3x5 M1120 3x5 M1120 .1f 777SSQ N o 20 14 =• 4x5 M1120 3,00 I12 21 45 M1120 13 3x4 M1120 I 3x4 M1120 11 I 3-10-0 7-4-8 3.30�1 -ti-fl 10-11-0 3-0-8 3.g..g 35.8 39-e 33B 3-5-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20D Plates Increase 1.15 TIC 0.88 Vert(LL) -0,10 15 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0,22 14-15 >790 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0814-15 >999 240 1 Weight: 108Ito LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-4-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std `Except* 5-8-7 oc bracing: 17-18 1-20 2 X 4 SPF 1650F 1.5E, 12-14 2 X 4 SPF 1650F 1.5E 5-11-14 oc bracing: 16-17. 5-18 2 X 4 SPF 1650F 1.5E, 7-16 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 21=729/0-5-8, 17=2395/0-6-12, 13=759/Mechanical Max Horz 21 =-30(load case 3) Max Uplift2l=-132(load case 3), 17=-311(load case 4), 13=-128(load case 4) Max Grav21=765(load case 6), 17=2395(load case 1), 13=791(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-719/145, 1-2=-2081/356, 2-3=-2207/402, 3-4=-642/255, 4-5=-631/237, 5-6=-443/3212, 6-7=-445/3213, 7-8=-872/200, 8-9=-885/170, 9-10=-2444/433, 10-11=-2013/348, 11-12=-2061/343, 12-13=-746/145 BOT CHORD 20-21=-41/255, 19-20=-327/2047, 18-19=-336/2187, 17-18=-1453/302, 16-17=-1322/289, 15-16=-401/2423, 14-15=-353/2034, 13-14=-46/204 WEBS 1-20=-290/1732, 2-20=-350/114, 2-19=-122/131, 3-19=0/184, 3-18=-1638/290. 4-18=-288/93, 5-17=1803/342, 6-17=-1818/279, 7-17=-1937/369, 8-16=-307/100, 9-16=-1630/294, 9-15=0/145, 10-15=-46/370, 10-14=-410/123, 12-14=-295/1769, 5-18=-332/2016, 7-16=-351/2123 NOTES 1) [Unbalanced roof live loads have been' considered for this design. 2) Thls truss has bean deslgned for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 tt with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 17. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. . Design valid for use only with MTek conneclors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters 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 responsibillily 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, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L �QRpFE551QONG �� C49 9 * EXP" 0 30/06 Februaty. '2006 ,77/ Gre bnO L.mn m Suite 109 Citrus Heights, CA, 95610ME I M oke l Job Truss Truss Type 5252-6Y D SPECIAL Foxworth Galbraith, Yuma, Arizona 85365 Qty Ply 00 R20031996 17 1 Job Reference (optional) 6 200 s Jul 13 2005 MiTek Industries, Inc Wed Feb oe 12:36:26 2006 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-94, 6-12=-94, 17-21=-40(F=-20), 13-17=-40(F=-20) L WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding tobricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. '.7 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610�vf MiTek' Job Truss 5252-6Y E Fox rth Galbraith, Yuma, Arizona 85365 Truss Type Qty Ply 00 R20031997 ' MONO TRUSS y 1 Job Reference (optional) 6,P00 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:26 2006 Page 1 44-11 3-7-5 3 3,00112 Scale = 1:19.3 i 3x4 M1120 2 3x4 M1120 - A 8 2x4 M1120 li 5 3x4 M1120 — 4 3x4 M1120- 44-11 3-7-5 Plate Offsets I' ',J4:Edge,0-1-81! LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0,31 Vert(LL) -0.01 5-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0,30 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 5 >999 240 Weight: 31lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 3=119/Mechanical, 6=447/0-3-8, 4=324/Mechanical Max Horz6=109(load case 5) Max Uplift3=-39(load case 3), 6=-46(load case 3), 4=46(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-516/42, 2-3=-52/21, 1-6=411/66 BOT CHORD 5-6=-88/0, 4-5=-96/472 WEBS 1-5=-32/491, 2-5=-41/82, 2-4=-557/114 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ON G C 499 * EXP.O 30/06 *- Februahp- '2006 I WARNING - Veffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Wioi: ���� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Citrus Heights, CA, 95610 _ Applicabilily of design poromenlers 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 construclion is the responsibillity of the erector- Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss l Truss Type Qly !Ply 00 R20031998 5252-6Y E1 COMMON 11 1 { _ Job Reference (optional) �^ Foxworth Galbraith, Yuma, Arizona 85365 U00 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:27 2006 Page 1 6-9-0 12-34 6-9-0 5-6-0 Rraln = 1-91 R 8x10 MIt20 - 1 � i J 3x4 M 1120 1 3,00 12 4x7 M1120= 2 5 3x10 M1120= 8=9.0 12-" 6-9-0 5-6-0 4x7 M1120- 3 �i J 3x4 M1120 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft I L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.03 5-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.07 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.00 4 n/a We BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 47lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std "Except' 1-6 2 X 4 SPF 1650F 1.5E, 3-4 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=682/0-5-8, 4=682/0-5-8 Max Horz6=70(load case 4) Max Uplifl6=-94(load case 3), 4=-93(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-925/129, 2-3=-904/135, 1-6=-605/131, 3-4=-622/118 BOT CHORD 5-6=-89/366, 4-5=-46/172 WEBS 2-5=-172/107, 1-5=-34/475, 3-5=-76/696 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard �R>aFESS10N < r44 4rpONG { 11 �. rn C4 9 ti f: V February &(2D06 AL' f Gr—tn -u Lane WARMNG - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ffiI-7473 BEFORE USE. � Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. Suite 109 Appllt:pTffiiGy of design paramenlers antl p+4s;wr Mtorporalion of corrtporent is responsibility of building desi¢pj not Iruss designer. 8racting shown Citrus Heights, CA, 95610 vv is for laldo supporl of individual web niOm4ar.ahly. Additional lempoiarybrocing fo insure stoblfdy during .oallilruction is the respor"lly of the erector. Additional permanent bracing of the overall shucivre it Ilse reapdnsibilily of the buitoing designer. For general guidance regwad ng fabricalion, qualify conlrol, storage, delivery, erection and txcLerg, consulf ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M fek� �� Safety Information available from Truss Plole Institute, 583 D'Onofrio Drive, Madison, WI 53719- Job Truss Truss Type Q[y Ply o o R20031999 5252-6Y CI -DRAG COMMON 1 2 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6,200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 06 12:36:27 2006 Page 1 3-10-13 &9-11 4-7-4 12-3-0 3-10-13 2-104 2-10-4 2-7-12 Scale = 1:21.6 4x4 MII20= 3.00112 .3 I 3x4 M1120 3x4 MI120' 2 4 5x5 M1120 r 48 M1120 � S 7 , I, I . t4' 9 8 11 7 12 6 3x5 M1120 I 4x12 M1120= 8x10 M1120= 8xl0 M1120= 3x5 M1120 11 3-10-13 2-10-4 2-10-4 2-7-12 Plate Offssts.[X,Y].. [7:C� 6,0-4-01, I9:Q 2-g.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.03 8 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.07 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0,98 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.02 7-8 >999 240 Weight: 130lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 8 SPF 1950F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 1-10 2 X 4 SPF 165OF 1.5E, 5-7 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 10=1720/0-5-8, 6=3220/0-5-8 Max Horz 10=364(load case 10) Max Uplift10=-1168(load case 8), 6=-1287(load case 11) Max Gray 1 0=2640(load case 7), 6=4039(load case 6) BRACING TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW - FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4478/2082, 2-3=-4588/1524, 3-4=-4324/1265, 4-5=-4938/1649, 1-10=-2325/1071, 5-6=-3775/1250 BOT CHORD 9-10=-610/965, 8-9=-2324/4589, 8-1 1=-3688/6824,7-11=-3688/6824, 7-12=-4165/4356, 6-12=-4165/4356 WEBS 2-9=-1585/765, 2-8=-923/1863, 3-8=-233/1459, 4-8=-1019/737, 4-7=-497/658, 1-9=-1800/3761, 5-7=-1667/5016 NOTES 1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 8 - 3 rows at 0-4-0 cc. ' Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B)iace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Ind Ica led, 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 60 mph winds at 25 ft above ground level, using 6.0 psf trap chard dead load and &0 psf bottom chord dead load, 100 ml from hurricane oceardina, on an occupancy category I, condition I enclosed bullding, of dime nslons 45 It by 24 It with exposure G ASCE 7.93 per UBC97]ANSI95 If end verticaIs or cantilevers exist, they ar$'exposed to wind. If porches exist, they are not exposed to wind. The Lumber 0OL increase Is 1.331 and the plate grip Increase Is 1,33 5) This truss has been designed for a 10.0 psf bottom chord live load nvnconcurrenI with any other Ilve loads- 6) This truss has been designed for a total drag load of 325 pit. Connect truss to resist drag loads along bottom chore,from 10-3=0 to 12-3 fl for 1990.6 plf. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2444 Ib down and 362 Ib up at 8-0-0, and 1132 lb down and 168 Ib up at 10-0-0 on bottom chord- The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard ~ Continued on page 2 _. C 49919 *\ . EXP GJF30/06 l * , ` February OeI006 �=K==ft WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MN-7473 BEFORE USE. 7777 Greenhnsk 4�ne �m Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component, Suite 109 Applicability of design aromenlers and proper incorporation of component is responsibility of building designer not truss designer, shown Citrus Heights, CA, 95610 AP Y 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respansibillily of the erector- Addilional permanent bracing of the overall structure is the responsibility of the building designer_ For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component M iTek� L Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719, Job Truss 5252-6Y E1-DRAG Foxworth Galbraith, Yuma, Arizona 85365 Truss Type, city COAT Mt9iI 1 Ply 1 00 R20031999 2 1 Job Reference (optional) 6 200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:27 2006 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-94, 3-5=-94, 6-10=-20 Concentrated Loads (lb) Vert: 11=-2444(F) 12=-1132(F) WARMNG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenlaack Lane y 09 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 1 Citrus Heights, CA, 956 1nM"o Applicability of design paromenters 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 responsibillily of the erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component lb Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I Job Truss Truss Type 'Qty Ply 00 R20032000 5252-6V E2 COMMON 12 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6200 s Jul 13 2005 MiTek Industries, Inc Wed Feb OB 12:36:28 2006 Page 1 5S0 5-6-0 4x6 M1120 =- 3.00 ir12 2 I 5x7 M1120 5x7 M1120= 1 3 9 5 4. 3x4 M1120 I i US M1120= 3x4 M1120 I Scale = 1:21.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.01 5-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 43lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std "Except* 1-6 2 X 4 SPF 1650F 1.5E, 3-4 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 6=610/0-5-8, 4=610/0-5-8 Max Horz6=-68(load case 3) Max Uplift6=-86(load case 3), 4=-86(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-743/108, 2-3=-743/108, 1-6=-548/113, 3-4=-548/113 BOT CHORD 5-6=-63/182, 4-5=-48/182 WEBS 2-5=-189/100, 1-5=-55/512, 3-5=-56/512 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIT-7473 EEPORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Addilional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, sloroge, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. eR4FESSJO � �)ONc r c y0 M LU X C 4 9 Tn C.*EXP. 13L}ffl6�-��` ary o 7"7 Gre•_ntvoh Lnne r_• Suite 109 Citrus Heights, CA, 95610�1`001 11"11 MiTek Job Fruss Truss Type Qly Ply o o I R20032001 5252EY E2�BL COMMON 1 1 _ Job Reference (optional) I Foxworth Galbraith, Yuma, Arizona 85MS 6 200 s Jul 13 2005 MiTek Industries, Inc, Wed Feb 08 12:36:28 2006 Page 1 I L 5.6.0 11-0}0 51i0 5-6-0 4x6 M1120 - 3,00 j 12 2 5x7 M1120 _ I 1 I-T Ill I �I - P - LI 5 3x4 M1120 11 3x8 M1120= Scale = 1:21.3 5x7 M1120 3 _I 3x4 M1120 11 54-1) 5_-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.37 Vert(LL) -0.01 5-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 52lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std "Except" 1-6 2 X 4 SPF 1650F 1.5E, 3-4 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 6=610/0-5-8, 4=610/0-5-8 Max Horz6=-68(load case 3) Max Uplifl6=-86(load case 3), 4=-86(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-743/108, 2-3=-743/108, 1-6=-548/113, 3-4=-548/113 BOT CHORD 5-6=-63/182, 4-5=-48/182 WEBS 2-5=-189/100, 1-5=-55/512, 3-5=-56/512 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 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' 4) All plates are 2x4 M1120 unless otherwise indicated, 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard Al WARNING - verj fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-7473 BEFORE USE. Design valid for use only with MiTek conneclors-This design is based only upon parameters shown, and is for an individual building component, Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer, Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Inslilule, 583 D'Onofrio Drive, Madison, WI 53719. OF ESQ10 ¢ pONG U fn C 4919 , *` EXFV09130/06 /* , February 8,,2006 7777 Greenback Lane �m Suite 109 Citrus Heights, CA, 95610��� Mal MiTek"" Job Truss Truss Type 5252-6Y E-DRAG✓ MONO TRUSS Foxworlh Galbraith, Yuma, Arizona 85365 Qty Ply 00 R20032002 Job Reference (optional) 6,200 s Jul 13 2005 MiTek Industries, Inc, Wed Feb 08 12:36:28 2006 Page 1 4.4.11 8-0.0 44-11 3-7-5 3. 3.00 j 12 1, 3x4 M1120 2. 3x8 M1120 T I I 6. 5 4 3x8 M1120= 3x7 M1120 11 3x4 M1120— 4-4.11 &(FO 4-4-11 3-7-5 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.02 5 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) -0.03 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 5 >999 240 Weight: 31lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-3-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 2 X 4 SPF Stud/Std `Except' 1-5 2 X 4 SPF 165OF 1,5E Scale = 1:19.3 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW REACTIONS (lb/size) 3=118/Mechanical, 6=447/0-3-8, 4=324/Mechanical Max Horz 6=1 31 (load case 12) Max Uplift3=-43(load case 8), 6=-1144(load case 8), 4=-465(load case 9) Max Grav3=122(load case 7), 6=1545(load case 7), 4=744(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2478/1993, 2-3=-1331/1261, 1-6=-1506/1161 BOT CHORD 5-6=-1552/1464, 4-5=-684/1060 WEBS 1-5=-2164/2623, 2-5=-626/654, 2-4=-1355/911 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If, porches exist, they are not exposed to wind. The lumber DOL increase is 1,33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 350 plf. Connect truss to resist drag loads along bottom chord from 0=0-0 to 8-0-0 fo 350.0 plf. LOAD CASE(S) Standard L A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MTI--7473 BEFORE USE. Design valid for use only with MiTek connectors This design is based only upon parameters shown an for an individual building Deg y g y p p d s ua Applicability of design paromen lers and proper incorpora lion 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 responsibillily of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719- TM C%MPbeak:Lahe 13 Suite 109 '! Citrus Heights, CA, 95616 ^�f„ MiTeks �Job Truss Truss Type Qty Ply 00 5252-6Y Fi MONO HIP — 1 1 R20032003 ` 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb OO 12:36:29 2006 Page 1 311-7-0 . S-7�.78 24a-0 5-114 5-7-12 4-0-12 444 2 5x7 M1120 6x10 M1120 11 3.00 112 3x 3 10 9 3x4 M1120- 2x4 M1120 11 5-114 Plate OffsatS (X,YY f1:0-2-12.0 4 81 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 27.0 1 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std `Except* 5-6 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 8 SPF 1950F 1.5E 3-1-3 412 M1120- 4 8 7 3x4 M1120— 3x5 M1120- 5-7-12 B-5-0 Scale = 1:35.6 6x8 M1120- 5 6 3x4 M1120 11 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.93 Vert(LL) -0.06 8-10 >999 360 M1120 197/144 BC 0.60 Vert(TL) -0.20 8-10 >999 240 WB 0,62 Horz(TL) 0.05 6 n/a n/a (Matrix) Wind(LL) 0.06 8-10 >999 240 Weight: 82lb BRACING TOP CHORD Sheathed or 3-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=1132/Mechanical, 6=1132/Mechanical Max Horz 1 =213(load case 4) Max Uplift1=-152(load case 3), 6=-131(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2327/298, 2-3=-2205/314, 3-4=-1713/257, 4-5=-925/148, 5-6=-1056/153 BOT CHORD 1 -1 0=-319/2078, 9-10=-319/2078, 8-9=-319/2078, 7-8=-251/1645, 6-7=-75/146 WEBS 3-10=0/204, 3-8=-477/112, 4-8=0/372, 4-7=-969/167, 5-7=-94/1034 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ��104T-ESSt. Co .r L L WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component - Applicability of design poromenters 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 responsibillily of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. C7 flti C 49 EX 9130106 ebruary'15�2006 7.77 Graanroack Lane I Suite 109 Citrus Heights, CA, 95610m'! or Welk F I Job 1{1Truss 5252-6Y I, F2 i' Foxworth Galbraith, Yuma, Arizona 85365 6-11-4 Truss Type MONO HIP 3.00 12 3x4 M1120 3 5x5 M1120 5x5 M1120 6x10 M1120:1 9 8 3x4 M1120 = 2x4 M1120 'I 6-7-12 Ply 00 R20032004 1 Job Reference (optional) 6,200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:29 2006 Page 1 ZO-OA 6-5-0 Scale = 1:35-6 4x12 M1120= 4x6 M1120- 4 5 7 4x9 M1120= 6 3x4 M1120 11 6-1 1-4 6-7-12 6-5-0 Plate Ofte%('7L.Yi, 11:0-i-12,0441 _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TIC 0.97 Vert(LL) -0.07 7-9 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.22 7-9 >999 240 j BCLL 0.0 Rep Stress Incr YES WB 0,97 Horz(TL) 0.04 6 n/a n/a BCDL_ 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.07 7-9 >999 240 Weight: 82lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-11-4 oc purlins, except end verticals. r BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 5-6 I` SLIDER Left 2 X 8 SPF 1950F 1.5E 3-7-6 L REACTIONS (lb/size) 1=1132/Mechanical, 6=1132/Mechanical Max Horz 1=242(load case 4) Max Uplift1=-155(load case 3), 6=-141(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2335/309, 2-3=-2220/327, 3-4=-1372/213, 4-5=-1254/227, 5-6=-1069/175 BOT CHORD 1-9=-333/2106, 8-9=-333/2106, 7-8=-333/2106, 6-7=-55/66 WEBS 3-9=0/249, 3-7=-895/187, 4-7=-370/143, 5-7=-200/1445 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 - _ - 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard i i A !r • w WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilily of design paramenters and proper incorporo lion of component is responsibili ly 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. =0, '—February n, 006 7777 Greenback Lane Suite 109 ® Citrus Heights, CA, 95610Ifflu f_ r• Im"a MOW Job Truss Truss Type Qty Ply 00 R20032005 5252-6Y F3 MONO HIP 1 1 Job Reference (optional) r Foxworth Galbraith, Yuma, Arizona 85365 6,200 s Jul 13 2005 MiTek Industries, Inc- Wed Feb 08 12:36:29 2006 Page 1 Il} 9-0-14 15--J" i 20-3-0 _ B-0-14 7-9-1 4-5-0 4x12 M1120 = Scale = 1:37.7 3.00112 4x5 MII20= g 6 1 _-- 5x5 M1120— 5x5 M1120- 6x10 M1120 3x4 Mil 3 10 9 3x4 M1120= 2x4 M1120 1! 8 7 49 M1120= 2x4 M1120 Vt-14 _ 15-164 i 20'" , 8-0-14 7-9-1 4-5-0 Plate: ffsets (X,Y): 11:0-8-2,4-1-31 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0,87 Vert(LL) -0.09 8-10 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.27 8-10 >906 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 10 >999 240 Weight: 85lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-4-9 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 3-8 SLIDER Left 2 X 8 SPF 195OF 1.5E 4-2-4 REACTIONS (lb/size) 7=1146/Mechanical, 1=1146/0-5-8 Max Horz1=271(load case 4) Max Uplift7=-153(load case 3), 1=-159(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2390/321, 2-3=-2205/340, 3-4=-1033/154, 4-5=-947/174, 5-6=-905/193, 6-7=-1121/176 BOT CHORD 1-10=-344/2178, 9-10=-344/2178, 8-9=-344/2178, 7-8=-56/80 WEBS 3-10=0/314, 3-8=-13321253, 5-8=-445/156, 6-8=-197/1357 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind.r0.. 4.r porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 � 2) Provide adequate drainage to prevent water ponding. T:- •'i• 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Y _r c' 4) Refer to girder(s) for truss to truss connections.` LOAD CASE(S) Standard , �gFES��r�hr M EX0. W30103 I. iWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 BEFORE USE. i based only on parameters shown and is for an individual building component. Design valid for use only with MiTek connectors. This design s b y up p g Applicability of design paromenters 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 [a insure stability during construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer,Forgeneral guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component I( Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. IJ OF Feb 7777 Graoftbdck LarW Suite 109 Citrus Heights, GA, M10 MITekm Job jjTruss I 5252-6Y F4 i Foxworth Galbraith, Yuma, Armo ``ia 85365 Truss Type Qly Ply 00 i R20032006 MONO HIP•1 1 Job Reference (optional) 6,200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:30 2006 Page 1 L L a �11 T7-11-Y8 17.10-0 20.3.0T7-19-Ys 17.10-0 20.3.0 6-1-11 5-10-3 5-10-3 2-5-0 4x7 M1120 3.00'�I 12 5x5 MII20 5 7 { 3x4 M1120 3x4 M1120 5 4 3x4 M1120 3 s. 2 5x5 M1120- 6x10 M1120 11 5x5 M1120 12 11 3x4 M1120- 2x4 M1120 I I 10 3x4 M1120- 9 8 5x8 M1120- 2x4 M1120 I Scale = 1:39.8 1 6-1.11 17.11.73 17.16-0 24�-" _ 6-1-11 5-10-3 5-10-3 2-5-0 Plate Olfsats. X Y : 1:0-8-2 0-1-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.07 10-11 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.22 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0710-11 >999 240 Weight: 92lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-8-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1-5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 7-8, 5-9 SLIDER Left 2 X 8 SPF 1950F 1.5E 3-2-4 REACTIONS (lb/size) 8=1146/Mechanical, 1=1146/0-5-8 Max Horz 1 =299(load case 4) Max Uplift8=-166(load case 3), 1=-160(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2441/329, 2-3=-2323/346, 3-4=-1698/258, 4-5=-15921267, 5-6=-553/125, 6-7=457/138, 7-8=-1126/188 BOT CHORD 1-12=-371/2200, 11-12=-371/2200, 10-11=-371/2200, 9-10=-261/1607, 8-9=-61/89 WEBS 3-11=01201, 3-10=-635/138, 5-10=0/445, 5-9=-1342/237, 6-9=-312/139, 7-9=-180/1182 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED DHTEK REFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MiTek conneclors, This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onorrio Drive, Madison, WI 53719- I 4rC,00NG LU C 49419 T. *` EXP. VJ130106 J* , ebru 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 mit �m Job Truss Truss Type Qty Ply 00 R20032007 5252-6Y F5 MONO HIP 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:30 2006 Page 1 7-5-16 133-43. 19-fFkO 20.3.0 7-5-15 5-9-14 6-6-3 0-5-0 5x5 M1120 Scale = 1:40.6 3.00 12 6 3x 3 ram"'a l 2 5x5 M1120 6x1Q M11011 10 9 6 5x5 M1120 2x4 MI120 11 3x4 MI120= 4x9 M1120- 7 3x4 M1120 11 ra-15 +3-�-ia xo,3=o 7-5-15 5-9-14 6-11-3 Plate OHs@ts (x,Y): _o-�-a1 I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.06 1-10 >$99 36G M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.19 1-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.04 7 nla nla BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 10 >999 240 Weight: 86lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std 'Except" 6-7 2 X 4 SPF 1650F 1.5E, 6-8 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 8 SPF 1950F 1.5E 3-10-10 BRACING TOP CHORD Sheathed or 4-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=1146/Mechanical, 1=1146/0-5-8 Max Horc1=332(load case 4) Max Uplift7=-181(load case 3), 1=-158(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2374/320, 2-3=-2267/336, 3-4=-1479/220, 4-5=-1360/235, 5-6=-1505/303, 6-7=-1069/223 BOT CHORD 1-10=-364/2157, 9-10=-364/2157, 8-9=-364/2157, 7-8=-74/92 WEBS 3-10=0/245, 3-8=-850/172, 5-8=-654/200, 6-8=-303/1730 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1-33 j 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard pF ESSIn 1VG 1��� c� ran W C 4$ 9 " ° 3 r February ,2006 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN-7473 BEFORE USE. T SMe ; 09orib.ick L.:nu `` D-, lIgn valid for u-e only wllh l.',irsc CunnFclnrs. The ❑oagn a bused only upon parameters shown, and is for an individual building component. Cilrus Heights, CA, 95610 L_ App§cote lily of design pararnenter, Ona rxoper I=Moraiion of component is responsibility of building designer - not truss designer. Bracing shown bracing to insure during is the of the is te" ldterat Suppart of ind.� dual web menshsrs orsfy. Addlllond remporaiy stabilily earalruction responsibillily orecfo[. Addlr+Crld perfia, ant Weicing of the overall slrsrdure I, Ilia rasr]onsiblrity of lhP building cfese3ner. For general guidance regarding ■ IabricaLar}; gi1d111.1 SdnlraV, stora-je. [Jri!ivary, erection ar.�l kracing. contull ANSt/TPl1 GVWRy Crilerjo, DSB-89 and BCSII Building Component wA j���/ m i ( Salety Nformrdforn mullat-,le fr.:Ul truss Plate Institute. 583 q'�rafr6-s LM ve, Madirdn. Wf 53715. if n l� Job (Truss Truss Type City Ply 00 R20032008 1 5252-6Y F6 MONO TRUSS 1 1 Job Reference (optional) Fomorth Galbraith, Yuma, Arizona 65365 6.200 s Jul 13 2005 MiTek Industries, Inc- Wed Feb 08 12:36:30 2006 Page 1 7-7-1 13A-1S .20•3-0, 7-7-1 5-9-12 6-10-3 r Scale = 1:41.3 3x4 M1120 3x4 MI120 4 3 1 0 0 3,00 12 3x4 M1120 5 3x4 M1120 2x4 M1120 I i 7 S - a • a 9 Ira �x 120" 2x4 M1120 11 5x5 M1120 6x10 MII20 I I 12 11 10 5x5 M1120 20 M1120 1 5x6 M1120= 2x4 M1120 1 7-7:1 19-413 19-M 20-3-0 7-7-1 5-9-12 6-0-3 0-10-0 Plate DiFsats (]{,Y): � R-8-2,0-1-3t 19:t]-2-4.Q-2-8], 11:0-3-12,0-3-Q . LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.06 1-12 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1,15 BC 0.57 Vert(TL) -0.17 1-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0,88 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 12 >999 240 Weight: 98lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1,5E TOP CHORD Sheathed or 4-10-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-11 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 8 SPF 1950E 1.5E 3-11-4 REACTIONS (lb/size) 1=1077/0-5-8, 9=1212/0-5-8 Max Horz 1 =234(load case 3) Max Upliftl =-1 23(load case 3), 9=-253(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2173/218, 2-3=-2066/233, 3-4=-1213/94, 4-5=-1150/109, 5-6=-99/25, 6-7=-65/11 BOT CHORD 1-12=-379/1968, 11-12=-379/1968, 10-11=0/13, 8-9=0/0 WEBS 3-12=0/254, 3-11=-933/202, 5-11=0/309, 5-9=-1192/203, 9-10=0/87, 6-9=-424/147, 7-8=-11/23, 7-9=-17/67, 9-11=-203/1147 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condjtion I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. (f porches exist, they are not exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10,0 psf bottom chord Five load nonconcurrent with any other live loads. LOAD CASE(S) Standard t' r, is t I ' 'ji• M.t„'li .fi �� ��� � . Februa4p '2006 WARNING - Ver1 jy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ALU-7473 BEFORE USE. Suite I—Ilu;i LJ. Lar, � Design valid for use only wilh MiTek connectors -This design is based only upon parameters shown, and is for an individual building component, Citrus Heights, [:A, J 5,i10 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for laleral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector Additional permanent bracing of the overall slruc lure is the responsibility of the building designer. For general guidance regarding [abrication. quality control, storage, delivery, erection and btcI consul] AN51/TPII Quality Criteria, DSB-89 and BCSII Building Component M%T�k� Safety Infori-I available Irom Truss Plate Institute, 583 D'Cn>_nfrio Drive, Ma�uah, WI 53719. Job (Truss Truss Type City i Ply oo R20032009 5252-6Y F-GRDR MONO HIP 7 - ( f 2 Job Reference (optional) _ Fomorth Galbraith, Yuma, Arizona 85365 6,200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:31 2006 Page 1 1 I�— 5-10.7 �7-0 14.9 a 2D 4D 5-10-7 3-8-9 5-2-8 5-2-8 Scale = 1:35.6 i 5x12 M1120= 2x4 MII20 I 3.00 12 4 5 I 3x4 M1120- i3 I � 2 t 1 1 �� 4x7 M1120 6x10 M1120 :I 11 10 9 8 4x6 M1120 = 7x8 M1120 4xl2 M1120-- 2x4 M1120 11 4x8 M1120= 6 7 3x4 M1120 11 5.70-7. 9-7-0 14-" 2D-0- 5-10-7 3-8-9 5-2-8 5-2-8 Plate Offsets (X.Yj: -0-11, [4,IJ$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.08 9-11 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.22 9-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(ILL) 0.08 9-11 >999 240 Weight: 188lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1,5E TOP CHORD Sheathed or 3-7-9 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* 6-7 2 X 4 SPF 165OF 1.5E, 4-8 2 X 4 SPF 1650F 1.5E 6-8 2 X 4 SPF 165OF 1.5E SLIDER Left 2 X 6 DF No.2 -G 3-0-4 REACTIONS (lb/size) 1=2444/Mechanical, 7=3469/Mechanical Max Horz 1 =1 79(load case 4) Max Uplift1=-239(load case 3), 7=-395(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5726/538, 2-3=-5621/544, 3-4=-6254/579, 4-5=-4511/518, 5-6=-4510/518, 6-7=-3252/454 BOT CHORD 1 -11 =-532/5322, 10-11=-532/5322, 9-10=-532/5322, 8-9=-559/6148, 7-8=-84/231 WEBS 3-11=-283/64, 3-9=-46/870, 4-9=0/1407, 4-8=-1903/70, 5-8=-1446/456, 6-8=-509/5011 NOTES 1) 2-ply truss to be connected together with 0.131"xY 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 pc- 2) All loads are considered equally applied to, all plies, except If noted as front (F) or back (B) face in the LOAD CASES) section- Ply tp=ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated- rp 3) This truss has been designed for the wind loads generated by80 mph wlnds at 25 It above ground level, using 6-0 psf top chord dead loadand 6Z psf bottom chard dead load, 100 mi from hurricane oceanIIne, on an occupancy Category I, condill❑n I enclosed bullding,of dimensions 45 ft by24 It with exposure C ASCE 7-93 per USC971ANS195 If and verticals or CantlIavers exist, they are exposed to wind. Ifporches exist, they are not exposed to wind. The lumber DOL increase is t.33, and the plate grip increase is 1.334) Provide adequate drainage to prevent water ponding. 5) This truss has bean designed for a 10.0 psf bolt❑rn Chord live load nonconcurrent with any other live loads.6) A plate rating reduction of 20% has been applied for the green lumber members.7) Refer to girder(s) for truss to truss connections.8) Girder carries hip end with 0-0-0 right side setback, 9-7-0 left side setback, and 9-7-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1472 Ib down at 9-7-0 on bollbinchord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 ( 11 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AHI.7473 BEFORE USE. L. Design valid for use only with MiTek conneclors_This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenlers and. proper incorporation of•cumponenl is responsibility of building dlesigner- not truss designer. ltq ing shown is for Weieol support of individual web members o*- Additional Iempbray bracing to insure stability during eevVruclion is the respoMiti➢Iity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabxi4Cslion. geWlly canlrol, storage, delivery, ereclion and Wiring, consul[ AM I/TPI] Quality Criteria, DSB-89 and BCSII Building Component r WaIy Inforrrrillan ma11able from Truss Plate Institute, gl f)'bnuf io Drive, Modimn, WI 53719. S� RGt) Y� � Cr: fL� � 30/06 FC3Q` s_ :ebruarvlsl�l 7777 Greenback Lane lip Suite 109 Citrus Heights, CA, 95610___ Welke �Job Truss s TrusType 5252-6Y F-GRDR I MONO HIP Foxworth Galbraith, Yuma, Arizona 85365 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 r Uniform Loads (plf) Vert: 1-4=-94, 4-6=-269(F=-175), 1-9=-20, 7-9=-57(F=-37) f Concentrated Loads (lb) Vert: 9=-1472(F) Qty IPIy 00 -- R20032009 2 Job Reference (optional)__ 6 200 s Jul 13 2005 MiTek Industries, Inc- Wed Feb 08 12:36:31 2006 Page 2 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED A fTEK REFERENCE PAGE MU-7473 BEFORE USE. nparametersh wn and is for an individual building component. D i valid for use only with MRek connectors. This design is based only upon shown, De gn a Y 9 Y P 9 P Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addilional temporary bracing to insure stabitity 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 fabficption. gtraf ly Conlrol, storage, delivery, erection anel,4rl eilg, consult ApIWIR1I Ruafity Criteria, DSB-89 and BCSI1 Building Component I Salely fnfornw! n &y4able katn Truss Plate Institute, SEU dord.fdo Drive, MoCMW, W153719, 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 9 � , MTi ek* Job Truss. 5252�6Y G Fomw h Galbraith. Yuma, Arluona 11536S Truss Type Qty Ply 00 R20032010 MONO TRUSS 1G 1 Job Reference (optional)_ 6200 s Jul 13 2005 MiTek Industries, Inc- Wed Feb 08 12:36:31 2006 Page 1 5-8-8 3.00 11 12 2x4 M1120 11 2 2x4 M1120 11 3x5 M1120- Scale = 1:18.4 �&8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.05 3-4 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.10 3-4 >674 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 """" 240 Weight: 23lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 5-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=309/0-5-8, 3=309/Mechanical Max Horz4=88(load case 5) Max Uplift4=-30(load case 3), 3=-62(load case 3) I` FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-49/49, 1-4=-255/62 BOT CHORD 3-4=-68/0 WEBS 1-3=-0/69,2-3=-255/85 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 133 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard L Ajk WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED hUTEE REFERENCE PAGE MII-7473 BEFORE USE. Design valid far use only with MiTek connectors -This design is based only upon parameters shown and is for an individual building component. 9 Y 9 Y P P 9 Applicability of design paromenters 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 res onsibillil of the PP Y P rY 9 ty 9 P Y erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fob6cotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component L-Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. rcuivaiy 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9561'�§ffi ■7lf ■ek 1Job [Truss Truss Type 5252-6Y G-DRAG, (MONO TRUSS Foxworth Galbraith, Yuma, Arizona 85361 / ! Qly Ply 00 R20032011 y 1 I Job Reference (optional) _ 6200 s Jul 13 2005 MiTek Industries, Inc- Wed Feb 08 12:36:32 2006 Page 1 ' 6x8 M1120 . 1 I I ... I 30 M1120 I'�, LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 27.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 1650F 1.5E *Except* 2-3 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std 5-8-8 2x4 M1120 3.00 112 2 2x4 M1120 ' I 2x4 M1120 I �yl I 2x4 M11201 2x4 M1120 11 3 7x10 M1120 6-0.8 6-B-B CSI DEFL in (loc) I/deft L/d TC 0.88 Vert(LL) -0.05 3-4 >999 360 BC 0.64 Vert(TL) -0.10 3-4 >674 240 WB 0.78 Horz(TL) -0.02 3 n/a n/a (Matrix) Wind(LL) 0.00 4 **** 240 BRACING PLATES GRIP M1120 197/144 Weight: 26 lb TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-3-1 oc bracing. WEBS 1 Row at midpt 1-3 Scale = 1:18.4 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 4=309/0-5-8, 3=309/Mechanical SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz4=89(load case 12) Max Uplift4=-2251(load case 8), 3=-1105(load case 9) Max Grav4=2530(load case 7), 3=1352(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4421/4343, 1-4=-2476/2283 BOT CHORD 3-4=-4309/4241 WEBS 1-3=-4827/4896, 2-3=-255/85 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, 0 dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed W Wlnd. If , porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 m k; jf 3) 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 lu End Detail" r !!! 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4[us�Q 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a total drag load of 870 plf. Connect truss to resist drag loads along bottom chard from 0-0-0 to 5.8-8 6o — 870.1 plf. �?' r r �1 LOAD CASE(S) Standard _ •, 'vv �{Fri Ile February 8,2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT-7473 BEFORE USE. 77 T j �- Suite 109 Dgpgn vpBd (or;.NSp.only Kiih n,tiTeF. rgnl:egigrs- Thh desppn is based Vn[y upon parameters shown, and is for on individual building component- Citrus Heights, CA, 95610l""W Apperp �l1.y of dos[gn pararnr3nler3 and gape/ Ir,¢aiporalion of con7pdr+eni is responsib, ¢f building desigFier-not huss designer. Bracing shown istor QEeral SuppaYf of indiyiduaf s�et1 mormr5 nnN• :�ddlional }errlpvrt7ry bracing to ins Ura4iabilily during flnmlruclion is the respansibillily of the nm:lnr,. AddlFi¢nnl prrmaru3nl bra:.Ing ql the axeraB slruclurg u Ilier�,pgn;ikJ6iN nt 1he hultdng designer. For general gui[taxe regarding jabi4Cpfcn: quolily a0nfr03, ;rq�o�n- danrerI erecllt+n and Piro rg. Fansull ANSI jrPn LIYCIIN Criteria, DSB-B9 and BCSII Building Component M iTek� LSafery IMermntian avg80 tram i us: Plate In5111utp.583 D'Cmaf ib price,''., La wi 5371 A: Job Truss Truss Type ally Ply 00 R20032012 5252-6Y GG MONO TRUSS :7 T Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:32 2006 Page 1 3x4 M1120- LOADING (psf) I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 27.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC971ANS195 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 4=959/Mechanical, 5=959/0-5-8 5-8-8 3.00 12 2x4 M1120 11 3 4 3x4 M1120 = T CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.46 Vert(LL) -0.05 4-5 >999 360 M1120 197/144 BC 0.37 Vert(TL) -0.10 4-5 >674 240 WB 0.30 Horz(TL) 0.01 4 n/a n/a (Matrix) Wind(LL) 0.00 5 '— 240 Weight: 24lb BRACING TOP CHORD Sheathed or 5-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz5=88(load case 5) Max Uplift4=-158(load case 3), 5=-126(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-63/134, 2-3=-134/63, 1-5=-351/67 BOT CHORD 4-5=-173/799 WEBS 3-4=-351/70, 2-4=-973/211, 2-5=-973/161 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) LLQ� Vert: 1-3=-334(F=-240), 4-5=-20 Scale = 1:18.4 February 8�?D06 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 DEPOPE USE. 7777 Gw�ah�s Lane Design valid for use only with MiTek connectors.This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610"W t� Applicability of design parand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individualvidual web b members only. Additional temporary bracing 10 insure stability during conslruc[ion is the responsibillity, of [he ereclor, 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, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Inslitu[e, 583 D'Onofrio Drive, Madison, WI 53719_ I p Job ,Truss ,I ,',Truss Truss Type Qty Ply tl tl i R20032013 5252-6Y , i MONO TRUSS 12 1 _ _ Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 95365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:33 2006 Page 1 8-1 t7.10 4-6-5 4-3-11 4x5 M1120 Scale = 1:232 3 3,00 12 2x4 M1120 !' , �^ 2 3x7 M1120 i I fJ I r f- 7 5 4 3x7 M1120 I! 4x9 M1120� 2x4 M1120 11 4-&5 .1-3-11 _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP f TCLL 20.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.01 5 >999 360 M1120 1971144 TCDL 27.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.03 5-6 >999 240 1 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0,01 5 >999 240 Weight: 39lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1,6E TOP CHORD Sheathed or 4-8-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* f 1-5 2 X 4 SPF 1650F 1.5E IL QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 6=487/0-5-8, 4=487/Mechanical _ Max Horz6=135(load case 12) Max Uplift6=-890(load case 8), 4=-422(load case 9) L Max Grav6=1327(load case 7), 4=815(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1990/1464, 2-3=-1044/570, 1-6=-1289/908 BOT CHORD 6-7=-112/14, 5-7=-544/446, 4-5=-1604/1604 WEBS 2-5=-497/169, 3-5=-870/1404, 1-5=-1600/2103, 3-4=-782/441 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of t f dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 240 plf. Connect truss to resist drag loads along bottom chord from 3-4-0 to 8-10-0 for 385.5 plf. LOAD CASE(S) StandardLU �oe i C 49 1 L EX 130106 L Omar 006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU--7473 BEFORE USE. 7777 GToanbati, Lane Suite 109 Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. L Citrus Heights, CA, 95610 Applicability of design aramenters and ro er incorporation of component is responsibility of building designer - not truss designer. Bracing shown y g p proper p p p y g g g g _ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the �S erector. Additional permanent bracing of the overall slruclure is the responsibility of the building designer. For general guidance regarding m fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ■�,a M ,'fir Job Truss Truss Type 5252-6Y H1-DRAG MONO TRUSS Foxworth Galbraith, Yuma, Arizona,85365 ' Qty Ply 0.0 R20032014 1 1 Job Reference (optimal) 6,200 s Jul 13 2005 MR-ak industries, Inc Wed Feb 08 12:36:33 2006 Page 1 4-6-5 8x10 M1120 d 0 3.00 Fl2 3x5 M1120 11 2 L I 4-3-11 48 M1120 3 Scale = 1:23.2 LLL 5 4 3x7 M1120 i 5x12 M1120= 3x7 M1120 1 4-6.5 B-14=p 4-6-5 4-3-11 Plate Offsats X,Y : j1:Ed a D-3-8 3:0-L2 0-2-0 5 D-5-8 D 2 ] - - - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.03 5 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.04 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 39lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 3-6-15 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E *Except" WEBS 1 Row at midpt 1-5 2-5 2 X 4 SPF Stud/Std, 1-5 2 X 4 SPF 2100F 1.8E 3-4 2 X 4 SPF Stud/Std QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 6=487/0-5-9 (input: 0-5-8). 4=487/Mechanical Max Horz6=122(load case 12) Max Uplift6=-3095(load case 8), 4=-1282(load case 9) Max Grav6=3532(load case 7), 4=1675(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 2=5745/5218, 2-3=-2237/1811, 1-6=-3492/3111 BOT CHORD 5-6=-3909/3812, 4-5=-3619/3619 WEBS 2-5=-504/175, 3-5=-2784/3320, 1-5=-5703/6206, 3-4=-1645/1305 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom Chord dead load., 100 ml from hurricane oceanllne, on an occupancy categoryI, condition I enclosed building, of dimensions 45 ft by 24 ft wllh exposure C ASCE 7-93 per UBC971ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber MIL Increase Is 1.33, and the plate grip Increase is 1.33 3) Thls.truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) WARNING: Required bearing size atjoint(s) 6 greater than input hearing size. 5) Refer to girder(s) for truss to truss connections- 6) This truss has been designed for a total drag load of 870 plf- Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-10-0 5�4,�' EpON� for 870.0 plf. LOAD CASE(S) Standard t}1 af C499 * EXP. O WOG * , WAkN1NG - YeNj_4 deafgn p.mu rrra and READ NOTES ON TH51S Afro Z1WZVAFD Hl197.^KRPW ZWWZ PAGE lrll7e73 BEFORE VKX. Deskln vord 1cr use Dray vrBh 7.',iiek coma: c lv's_TM design i; to d only upon poi ametam Shawn, dnd Is for = ind.idual Lwllding couMuranl. Appacflbilliy cI de:. ,j pdromanam and proprrlhcwppto[fon of component is respolulbTly of bu➢dog destgrer - not Irus; dr_Jgncr.8rncing shown is [04.101e_ l Support 01 iir Y idltol wnb mom benoriiy- /frl2Glipnnl lempardry broCir,g In llvure s}flb811y dnrif.ry Wrslmcfion L the re_pDnablllity cl Ilia nreC 1pr. Adds 1pnal pemnonernl brn6ng oI the Gvardll sIrur lure Is 11-;z rel,pGnsi bits 4t of Iho bulldino de_ignel. For general puldalxe rcgdrdinrg fdL�edlian, puflllly conhal, storage, delivery, erC. �-lipn and bracir,rJ..-cniutt AN51/711 OuaHfy CrHeriP. DSS-44 and SCSI] 6Wkgnp Corrlponknl i Safely Infvrmu0vn o, oRatIn Irani rru[; Ptaie iruftle. 51,13 D-Onofno Do, e, Modlson, wl 5371 P. 7777 Greenback Lane • Suite 109 Citrus Heights, CA, 95610M MfTekm Job Truss Truss Type Qly Ply 00 R20032015 5252EY H-DRAG MONO TRUSS 1 1 _ Job Reference (optional) Foxworth Galbraith, Yuma, Arizona B5365 6200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:34 2006 Page 1 4-6-5 A-1D-0 4-6-5 4-3-11 4x5 M1120— Scale = 1:23.2 3 3x7 M1120 11 4x9 M1120— 2x4 M1120 11 s.�_5 I. B-IM LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 27.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1,5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 1-5 2 X 4 SPF 1650F 1.5E CSI DEFL in (loc)/deft L/d PLATES GRIP TC 0.50 Vert(LL) -0.01 5 >999 360 M1120 197/144 BC 0.28 Vert(TL) -0.03 5-6 >999 240 WB 0.73 Horz(TL) -0.01 4 n/a n/a (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 39lb BRACING TOP CHORD Sheathed or 4-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. REACTIONS (lb/size) 6=487/0-5-8, 4=487/Mechanical Max Horz6=135(load case 12) Max Uplift6=-890(load case 8), 4=-422(load case 9) Max Grav6=1327(load case 7), 4=815(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1990/1464, 2-3=-1044/570, 1-6=-1289/908 BOT CHORD 6-7=-112/14, 5-7=-544/446, 4-5=-1604/1604 WEBS 2-5=-497/169, 3-5=-870/1404, 1-5=-1600/2103, 3-4=-782/441 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 240 plf. Connect truss to resist drag loads along bottom chord from 3-4-0 to 8-10-0 for 385.5 plf. LOAD CASE(S) Standard �QRpFE551p,��i qO N G � m C 49419 T * � EXP. (9/31046 / * , ebrus All, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII--7473 BEFORE USE. 7777 QYst*ackl-ane Design valid for use only wi[h MTek connectors -This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610��� PP Y 9 P P P p P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing the insure inability during construction is the responsibilityregardng of the man 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 brocing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Inslifule, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty. PTy 00 R20032016 5252-6Y 11 HIP 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:34 2006 Page 1 8 2-0 13-1-0 17.24 21-7-8 — i r 5-2-0 7-11-0 4-1-8 4-5-0 Scale = 1:38.5 3A0 F12 412 M1120— 4x12 MII20 - _ 7 3 4 - - - - 3x4 M1120 3x8 M1120 1 4 5 0 IIr ,o�pl• , ` N ( 01 O 3x7 M1120 11 10 9 8 7 5x7 M1120 11 2x4 M1120 11 3x8 M1120 - 3x4 M1120 — 3x8 M1120-- 2x4 M1120 �, 5-Z-4 13 I:p. 18=1-4 21-7-8 5-2-0 7-11-0 5-04 3-6-4 plate Offsets(X,Y): jl [810.5.4,p-0 -I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.10 8-10 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.30 8-10 >852 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.06 6 n/a n/a [ BCDL 10.0 Cade UBC97/ANSI95 (Matrix) Wind(LL) 0.08 7-8 >999 240 Weight: 80lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-3-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std "Except` 1-10 2 X 4 SPF 1650F 1.5E SLIDER Right 2 X 4 SPF Stud/Std 2-2-9 REACTIONS (lb/size) 6=1224/Mechanical, 11=1224/0-5-8 Max Horz11=-71(load case 3) Max Uplift6=-156(load case 4), 11=-144(load case 3) FORCES (lb) - Masdrnum Compression/Maximum Tension TOP CHORD 1-2==20981246, 2-3-2587/340, 3-4=2675/334, 4-5=-2707/338, 5-6=-2792/326, 1-11=-1171/164 BOT CHORD 10-11=01125, 9-1 0=-1 52/1973, 8-9=-152/1973, 7-8=-303/2563, 6-7=-272/2558 WEBS 2-10=-372/138, 2-8=-96/736, 3-8=-82/112, 4-8=0/225, 4-7=-9/89, 1-10=-197/1933 r— NOTES 1) Unbalanced roof live loads have been considered for this design. 2) ThIs truss has been designed for the wind loads generated by 80 mph winds at 25 ftabove ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead bead, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed bulldfn)g of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC271ANSI95 If end verticals or cantilevers exist, they are exposed -to wind- If �- porches exist, they are not exposed to wind. The lumber 0OL increase is 1.33. and the plate grip Increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girders) for truss to truss connections. �1C LOAD CASE(S) Standard l _ WARNING - Yerib dcslga p¢ramerers and READ NOTEY UN TH13 AND LYCLUDED 81TfER REFERENCE FADE MIT--7473 BEFORE USE. l Do'ign valid Ior r„e orvy with MiTek con Fermi,, II'ri: resign is based only upan parnm alers :11 0Ni r. •111d Is for ❑n it dividuol boding unm por ­11- App6cahlfly of de3bn pC#gnlsnlori and proper IncotpOralion of companenl isrnnpgnsinilily of brrilckinj dei ;r:qr not buss dQ_igner. 8r=ing .htown I; tar lateral A"orl Ul Ind'nidual- atr marnk>s+,rs only. AdinPicrlal lemporoy bTudri7 la inwre iIoWlY Mr1r i Eanstnrc tion a the responribillily of Irra ores for- Addi Hbriol gerrrwnert brocln3 Of the auginP siruc form is they mP ponsibili fy or the bw7.d6ng de,,ner- F general gu:dar,W a reslCeKi?_{ I cvyriralipn. qut,lily canlral. slnra}�, delbery. arectERn arx} t8ociry, cart[r-ilf AHSkIf'A11 RupliFy £rlferfo. 0515.89 and 8C511 $vAdEng Camponenl Sorely InformoNon rnollo bl, from Tess ?tole. frlsfifule, A3 D'Onpirio Drive. Madison, WI 53719. 7777 Greenback Lane —IV Suite 109 Citrus Heights, CA, 95610"'Eff_ M iTekm Job Truss Truss Type IQIy Ply 00 R20032017 5252-6Y 12 HIP 1 I Job Reference (optional) Foxworth Galbrailh, Yuma, Arizona 85365 6,200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:35 2006 Page 1 7-2-0 3-11-0 5-1-8 5-5-0 Scale = 1:382 r-- 4x12 M1120 =_ 3.00 12 5x5 MII20 -- 2 3 1 8x10 M1120 1 1 1 11 3x5 MII201' I. L L 10 9 8 3x4 M1120= 3x8 M1120= 4x12 M1120= 7 6 8x10 M1120 - 2x4 M1120`> 3x8 M1120= 7-24 i 11-1-0 18-1A i 21-7-8 7-2-0 3-11-0 7-0-4 3-6-4 Plate.Offsffl� X 9: [T:Edg%10 90=2A,0-2-{1] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.10 7-8 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.32 7-8 >807 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0,08 7-8 >999 240 Weight: 82lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-8-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* 1-11 2 X 4 SPF 1650F 1.5E SLIDER Right 2 X 4 SPF Stud/Std 2-2-5 REACTIONS (lb/size) 5=1224/Mechanical, 11=1224/0-5-8 Max Horz 11 =-68(load case 3) Max Uplift5=-162(load case 4), 11=-152(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2097/267, 2-3=-2164/308, 3-4=-2285/301, 4-5=-3188/355, 1-1 1=-1 132/194 BOT CHORD 10-11=-18/416, 9-1 0=-1 8/416, 8-9=-161/1941, 7-8=-358/2763, 6-7=-289/2943, 5-6=-289/2943 WEBS 2-9=-223/96, 2-8=-43/409, 3-8=0/224, 4-8=-655/187, 4-7=0/409, 1-9=-158/1563 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed,to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 4OFESSr LOAD CASE(S) Standard , ��QNG V *1 EXPA9/30)06 /*, Februal*-8'2006 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MZT-7473 BEFORE USE. 7777 Greenback Lane Design valid For use only with MiTek connectors -This design is based only upon parameters shown, and is for an individual building component. Suite 109 sway Citrus Heights, CA, 95610 � Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown = is for lateral support of individual web members only. Addilional temporary bracing Io insure stability during construction is the responsibillily of the erector. Additional permanent bracing of [he overall slruciure is the responsibility of [he building designer. For general guidance regarding fabrication, i[ .6ily control, s[ara7�e, delivery, erection and I cAnng. consul[ ANSI/TPII QOoMy Criteria, DSB-89 and BCSII Building Component ' w r�irp�m Safety InforrllPNGn available Ilam Truss Plate Institute, 583 ID'gtufrio Drive, Madwvj; WI 537T7, M I Ter Job Truss Truss Type Qty. I Ply 00 R20032019 5252-6Y 13 COMMON .6 1 i Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:35 2006 Page 1 .A4.8-fk 9.1-8 15-2-12 21-7-8 4-8-8 4-5-0 6-1-4 6-4-12 _ Scale = 1:37.5 4x7 M1120- 3.00 12 31I 3x4 M1120 2 3x4 M1120 4 d.� 5x7 M1120 E m 73 Ir 11 10 9 8 7 6 8x10 M1120 3x4 M1120 II 3x4 M1120= 3x8 M1120= 2x4 M1120 `�- 3x9 M1120= 4x12 MII20= L. 4-8-8 4-5-0 Plats LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 0.53 TCDL 27.0 Lumber Increase 1.15 BC 0,72 BCLL 0.0 Rep Stress Incr YES WB 0.99 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std "Except" 1-11 2 X 4 SPF 1650F 1.5E SLIDER Right 2 X 4 SPF Stud/Std 2-1-15 REACTIONS (lb/size) 5=1224/Mechanical, 11=1224/0-5-8 8-11-12 DEFL in (loc)/deft L/d PLATES GRIP Vert(LL) -0.18 7-8 >999 360 M1120 197/144 Vert(TL) -0.48 7-8 >535 240 Horz(TL) 0.06 5 n/a n/a Wind(LL) 0.08 7-8 >999 240 Weight: 82lb BRACING TOP CHORD Sheathed or 3-5-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz11=-65(load case 3) Max Uplift5=-167(load case 4), 11=-159(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1897/252, 2-3=-1975/282, 3-4=-2003/276, 4-5=-3299/342, 1-11=-1150/185 BOT CHORD 10-11=0/206, 9-10=-181/1786, 8-9=-181/1786, 7-8=-377/2726, 6-7=-272/3049, 5-6=-272/3049 WEBS 2-10=-447/103, 2-8=-48/225, 3-8=0/480, 4-8=-947/250, 4-7=0/625, 1-10=-211/1649 NOTES 1) Unbalanced roof live loads have been considered for this design, 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. ; L f✓r n t LOAD CASE(S) Standard S .ttkb WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applkdbffily of [3�sign paromenters and pi n6 erlr{ct7rporotion or cerlj�enl is responsibility of building designer -not truss designer. Bracing shown is for laleratsupla of individual web murfPb9Pi dnly, Addilional temporpry bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. puplily control, zf. . ge, delivery, erec lion and bfncjng, consul) kl13t/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information avoilable�[rarrl Truss Plate Institute, 583 63A{ 6 frio Drive, Madlf'k WI 53719. 111111111111■t� •. 7777 tvwnbhf Lane Suite 109 '! Citrus Heights, CA, 95610� n "" F& . MiTekm Jab Thin Truss Type Qly Ply 00 R20032019 5252.6Y 14 JACK .4 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 857G5 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:35 2006 Page 1 L 700 IL Scale = 1:14.3 3.00 112 J2 `j m N 1 " fit 3x4 M11203x4 M1120 1 3x5 M1120 11 7-0-0 7-0-0 Plate Offsets (X Y)_T1:D-1 8,0-3 761 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.15 TCDL 27.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 3-7-8 CSI L/d PLATES GRIP DEFL in (loc)/deft TC 0.80 Vert(LL) -0.13 1-4 >642 360 M1120 1971144 BC 0.40 Vert(TL) -0.26 1-4 >321 240 WB 0.00 Horz(TL) 0.04 3 n/a n/a (Matrix) Wind(LL) 0.00 1 ­" 240 Weight, 20 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=395/0-5-8, 3=326/Mechanical, 4=69/Mechanical Max Horc1=86(load case 3) Max Uplift1=-45(load case 3), 3=-113(load case 3) Max Grav1=395(load case 1), 3=326(load case 1), 4=139(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-88/0, 2-3=-38/63 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard meter NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. NG -Verify design parameters READ WARM V ri �® fy 9 P Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component_ Appll-abIliq of design paromenlers and proper•inoarparption of corripaWril is responsibilily of building designer- not truss designer. Bracing shown is for Icierot Support of individual web members oNy. Additional •tarnpraory bracing to insure stability during CgMlruclion is the responsibilli[y of the erector. Additional permanent bracing of [tie overall structure is the responsibility of the building designer. For general guidance regarding fabricalion, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, 4 ¢gyp❑NLU G z C 4919 T *\ EXP.)9130/06 / * , 77?T0te0n*ek:Lane Suite 109 Citrus Heights, CA 95610 WN MiTekm `Job Truss Truss Type 5252-6V 14G JACK Fomorth Galbraith, Yuma, Arizona 85365 a-6.0 3-6-0 r 3.00 12 5 2x4 M1120 I1 3-6-0 Plate Offsets (X,Y); f1:0-1-8,0-1.8t LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.15 TC 024 TCDL 27.0 Lumber Increase 1.15 BC 0.16 BCLL 0.0 Rep Stress Incr NO WB 0.22 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 3-5-11 I,Qty Py 00 R20032020 11 1 Job Reference (optional) 6,200 s Jul 13 2005 MiTek Industnes, Inc Wed Feb 08 12:36:35 2006 Page 1 3-6-0 2x4 M1120 11 Scale: 3/4"=1' 3 4 3x4 M1120= 3-6-0 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.01 5 >999 360 M1120 197/144 Vert(TL) -0.02 5 >999 240 Horz(TL) 0.01 4 n/a n/a Wind(LL) 0.01 5 >999 240 Weight: 27lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (lb/size) 1=391/0-5-8, 4=391/Mechanical Max Horz 1 =85(load case 3) Max Upliftl=-45(load case 3), 4=-71(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-693/64, 2-3=-45/24 BOT CHORD 1-5=-117/620, 4-5=-1171620 WEBS 2-5=0/161, 2-4=-661/125, 3-4=-129/41 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 + , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refar togirder(s) for truss to truss connections. LOAD CASE(S) Standard _ it C L)N ,jk WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. ❑e;fyn waled for use of vy!6 Mriek eunneclod. Ifffs dmign is based only upon prarcmlelars shown, Cmd n for an irdiv �uol `sLAC ing camryer"znl. Applicuhlllly al de;i;ln t rAn others awed proper imCarmr�flCn al eompdnent b rMorl!AGA%y 01 bultdiygl cacsignor - not Inns:da,egner- llrodrg ;ha r.n 1; tar inlesol rwnparl al inrfvl:eral HWti members only. A¢Id7an01 Tarr iccrsry brorJn[ In Insure slnhirdy durin;q c=huc lizn Is Ine relpamlbluityal the arecd,o. etdrkllpruv p—hilrmerd bi-oclnn of fM av@rbll•slructufn 15 1hgn-Fpwr,jbllily of the bull Nli � drrsigner- For general gadar: a regorri Tj (Clt i ;nicnl, gVMRi ' control. `forage. diihtliy. arecfion Dnd drerong, Conlult AN51/trll Quatty CrBeda, DS849 and Ill fiulkling Component Sorely ktlormokon 6 alfoble from Truss Ptaie Ins6f Wa. .193 O'Onofmo Wrie, eradiaon, wl W 19. February,84005 7777 Gr—t,,ck Torre „® Suite 109 '! Citrus Heights, CA, 95610� MOW' r' Job Truss Truss Type Qty Ply 00 R20032021 5252-6Y 15 JACK 2 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:36 2006 Page 1 L I L L 5-11-11 Scale = 1:13.1 3.00 12 2 ei cV �� 11 -- 0 m f�- 0 I 1 If r 3x4 M1120 3x4 M1120 4 3x5 M1120 11 T3-7:05.17.71 0-7-0 5-4-11 Plate Offsets (X,Y): [1:0-1-8,0-3-151 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.07 1-4 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.14 1-4 >519 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 1 "*' 240 Weight: 17lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing - SLIDER Left 2 X 4 SPF Stud/Std 3-1-3 REACTIONS (lb/size) 1=337/0-5-8, 1=337/0-5-8, 3=278/Mechanical, 4=59/Mechanical Max Horz 1 =76(load case 3) Max Uplift1=-38(load case 3), 3=-97(load case 3) Max Grav1=337(load case 1), 1=337(load case 1), 3=278(load case 1), 4=118(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-79/0, 2-3=-32/53 BOT CHORD 1-4=0/0 NOTES 1 Th' t h b d' d f th d l d t d b 80 h d t 25 ft b d l E 6 0 f to h rd d d s russ as een eslgne or a w1n oa s genera e y mp win s a a ove groun eve, using . ps PC 0 ead as m and 6.0 psf bottochord dead load, 100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ; F T A�. dimensions 45 fit by 24 ft with exposure C ASCE 7-93 per UBC971ANS195 If end verticals or cantilevers exist, they are exposed to vp If porches exist, they are not exposed to wind. The lumber DOL increase is 1-33, and the plate grip increase is 1.33 r- g +: 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard vk/ 't * . 7 to 'r r .- _ nti e•' pry• • Ci JJ � s .r,� 9 X : 4! i February $,,� WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. �40 Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component, Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown Citrus Heights, CA, 95610 PP Y 9 P P P P P P ty 9 9 9 9 is for lateral support of individual web members only. Additional Temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plale Institute, 583 D'Onofrio Drive, Madison, WI 53719, MiTek ( Job Truss Truss Type Qty Ply 00 - �5252-6Y 16 JACK — .2 1 R20032022 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:36 2006 Page 1 _ 3-i1-11 3 3-11-11 t 3.00112 j• I scale = 1:9.9 11 ' ffi I Vt�s 2 y - r I " III I 3x4 M1120 - 4 �11-71 3-11-11 Plate Dffsets MY), 1:D-1 8.{73.15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.01 1-4 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 1-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 12lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 2-0-13 REACTIONS (lb/size) 1=223/0-5-8, 3=184/Mechanical, 4=39/Mechanical Max Horc1=55(load case 3), Max Upliftl=-23(load case 3). 3=-66(load case 3) Max Gravl=223(load case 1), 3=184(load case 1), 4=78(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-60/0, 2-3=-22/35 BOT CHORD 1-4=0/0 BRACING TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard e,�pF�5sr�1,� Si EX 9130106 February 06 WARNING - Ver(fy design pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE %77-7473 BEFORE USE. , 7777 Greenback Lane Suite 109 .�� Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610� _6 Applicability of design paramenlers 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 fobricalion, quality control, storage, delivery, ereclion and bracing, consult ANSI/TFII Quality Criteria, DSB-89 and BCSI1 Building Component I��1'R Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss TrussType IOty Ply 00 5252-6Y 17% JACX 2 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6200 s Jul 13 2005 MiTek Industries, Inc r 1-11-11 1-11-11 3.00 11 12 2 s 1-11-11 1 ��ir3NOt2fl1` R20032023 Wed Feb 08 12:36:36 2006 Page 1 Scale = 1:7.6 { LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 1 >999 360 M1120 197/144 TCDL 27B Lumber Increase 1.15 BC 0.03 i Vert(TL) -0,00 1-4 >999 240 i BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n /a n/a {{ BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 240 Weight: 6lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 SPF Stud/Std 1-5-10 REACTIONS (lb/size) 1=112/0-5-8, 4=20/Mechanical, 3=92/Mechanical ` Max Horc1=35(load case 3) IL Max Upliftl=-9(load case 3), 3=-36(load case 3) Max Grav1=112(load case 1), 4=39(load case 2), 3=92(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-21/0, 2-3=-10/17 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph wlnds at 25 ft above ground level, using is psf to rd dead I I and 6.0 psf bottom chord dead load, 100 m1 from hurricane oceanline, on an ocoupancy category I, condition I enclosed ing, of , a dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If and verticals or cantilevers exist, they are a ad to win { - arches exist, the exposed are not to wind. The lumber DOL increase is 1,33. and the fate grip increase is.1.33 2) This truss has bee designed Fora 10.0 pst bottom chord Itve load nonconcurrent with any other live loads. °� 3) Refer to girder(5) for truss to truss cannectlons. +� LOAD CASE(S) Standard LL�y J� 4� 19 L. Fr - February ,2006 WARMING - Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane - Design valid for use only with MiTek conneclors-This design is based only upon parameters shown, and is for an individual building component. SCitrus uite 1 He 09 igh[s, CA, 95610 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only- Addilionol temporary bracing to insure stability during construction is the responsibillily of the erector. Addilionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r — ��� fabrication, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component LSafe Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719, M Job Truss ITuuss Type Qty Ply D 0 R20032024 5252-6Y H]RAG HIP 1 1 2 Job Reference (optional) _ Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:37 2006 Page 1 3.2-0 _ 7.2-4 11.8-12 15-1-0 _ la-5.4_ i U-1.0 3-2-0 4-04 3-10-8 4-04 3-4-4 3-7-12 Scale = 1:392 3.00 12 4x12 M1120— 2x4 M1120 1! 3x8 M1120— 4x6 M1120- 14 15 13 12 11 10 9 8 4x6 M1120= 3x4 M1120 11 3x8 M1120 - 4x6 M1120 - 2x4 M1120 11 3x8 M1120 - 2x4 M1120 I'. 4x12 M1120 s-2.0: 7-2-4 11-.Q-12 15.1-0 _ 1.1 54 29•1-0 3-2-0 4-0-4 3-10-8 4-0-4 3-4-4 3-7-12 Plate Offsets MY): [2:0-7-12,0-2=01.17:0-0 7,0-1-31 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.14 10 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.35 10 >739 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.12 10 >999 240 Weight: 191lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-4-2 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std 'Except* 6-0-0 oc bracing:13-14. 1-13 2 X 4 SPF 1650F 1.5E QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 7=2466/0-5-8, 14=272010-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 1 4=-1 93(load case 8) Max Uplift7=-603(load case 11), 14=-509(load case 8) Max Grav7=2805(load case 6), 14=2931(load case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4466/801, 2-3=-7080/1069, 3-4=-7327/1316, 4-5=-7440/1151, 5-6=-7906/1464, 6-7=-7493/1628, 1-14=-2846/511 BOT CHORD 14-15=-2123/621, 13-15=-2123/2319, 12-13=-2213/5739, 11-12=-2213/5739, 10-11=-2138/9229, 9-10=-2138/9229, 8-9=-1515/7009, 7-8=-1515/7009 WEBS 2-13=-1187I355, 2-11= 6711357G, 3-1 1-8281247,4-11=-15891446, 4-10=Q/374, 4-9=-13601462, 5.9=9511211, 6-9=-263/1230, 64�=149191, 1-13=75814395. rt NOTES 1) 2-ply truss to be connected together with 0.131 "x3' Nails as follows: ; rif r►. Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. = �e Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc. r r Webs connected as follows: 2 X 4 -1 row at 0.9-0 cc. `;- •`+' � 2) All loads are considered equally applied to ail plies, except If noted as front (F) or back (B) face In the LOAD CASE(Sf sactidil. PlySt� p r 1 connections have been provided to distribute only loads noted,-s (F) ar (B), unless DtheTwlse Indicated- 3) Unbalanced roof live loads have Beeh considered for this design. F = �� 4) ThIs truss has been designed For the Wind Inads generated by 80 mph winds at 25 ft above ground level, using 6,0;psf top Cho and 6,0 psf bottom Chord dead load, 100 ml from hurrlrane oceanIine, on an occupancy calegory I, cond Mon I erlclosad huildr d- �� j(�• Gl dimensions 45 ft.by 24 ft with exposure C ASCE 7-93 per USC971ANS195 If end varticals or canilIevars exist, they are.exposed ta.Wirrd.�i �' porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 +_ (115) Provide adequate drainage to prevent water ponding. _ 44 •1 9 17111 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 7) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-04.tli2 1104.2 plf, i 8) Girder carries hip end with 7-0-0 right side setback, 3-2-0 left side setback, and 7-0-0 end setback. E' L 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 732 lb down at 15-1-0, and 331 Ili down at 3-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, Corlttnued on page 2 r '7 — February ar2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU-7473 BEFORE USE. 7777 0raertu.i=1, Lane Design valid for use only with MiTek cc nnec tars, This design is based only upon porame lers shown, and is for on individual building componen I. Suite 1 e Applicabilil of de n aramenlers and prop er incor orolion of com onenI is re onsibili or building de ner- not truss desi ner. Brocin shown Citrus Heights, CA, 95610MIER Y 9 P p P P P P b 9 9 9 9� is for lateral support of individual web members only_ Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is [he responsibility of the building designer.For general guidance regarding ll�■ � fabricolion. gvgfily coglroi, slorage, delivery, erection and I]re+ong, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component lwR��' Safety Infonnc fan i1YriAoble from Truss Plate Institute, 583 d'Dndfrio Drive, Motlfg0n, WI 53719. I R F L L Job Truss Truss Type 5252-6Y I-ORAG HIP Foxworth Galbraith, Yuma, Arizona 85365 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-94, 2-5=-209(F=-115). 5-7=-94, 13-14=-20, 9-13=-44(F=-24), 7-9=-20 Concentrated Loads (lb) Vert: 13=-331 (F) 9=-732(F) aty Ply 00 R20032024 1 2 Job Reference (optional) 6200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12.36:37 2006 Page 2 V WARNING - Ver j(y design parameters and REAM NOTES ON THIS AND INCLUDED MITE81'iEFs'mEMM PAGE MR-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporalion of component is responsibility of building designer- not truss designer.Bracingshown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding fabrication. quolly canlrol, storage, delivery, erection and bradng, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Inforti•4ltpn av-llable Irom Truss Plate Inslitule, 583 t7'Onafrio Drive, Madlion WI 5a7fy, Suite 109 Citrus Heights, CA, 95610�N MMMa MiTek L Job Truss Truss Type Oly Ply 00 I R20032025 5252-6Y I -HIP MONO TRUSS 1 1 Job Reference (optional) Foxworlh Galbraith, Yuma, Arizona 85365 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 06 12:36:37 2006 Page 1 5. 1.6 1004 5-8-15 4-1-2 7 1 f _ I 46 M112011 Scale = 1:16.7 3x10 M1120 4 5 2.12 112 2. 3x4 M1120 2x4 M1120 1 3 7 47 M1120= 2x4 M1120 :1 2-11-14 54-21 9-10-1 2-11-14 2-8-6 4-1-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.03 7 >999 360 M1120 1971144 TCDL 27.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.07 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.02 7 >999 240 Weight: 34lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-11-9 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1-5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-10-5 REACTIONS (lb/size) 1=442/0-7-12, 6=924/Mechanical Max Horz 1 =79(load case 3) Max Upliftl=-27(load case 3), 6=-106(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1364/79, 2-3=-1299/86, 3-4=-1386/129, 4-5=-7/0 BOT CHORD 1-7=-146/1303, 6-7=0/0 WEBS 3-7=-574/167, 4-7=-165/1477, 4-6=-844/146 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Trapezoidal Loads (plf) Vert: 1=0(F=47, B=47)-to4=-226(F=-66, B=-66), 4=-186(F=-66, B=-66)-to-5=-191(F=-69, B=-69), 1=0(F=10, B=10)-to-6=-49(F=-15, B=-15) A WARNING - Ver{(y design parameters and BEAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MLI-7473 BEFORE USE. Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer, Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall slruclure is the responsibility of the building designer. For general guidance regarding fabricolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Inslilute, 583 D'Onofrio Drive, Madison, WI 53719_ 777T GI8enl3ack Lane �m Suite 109 Cllnrs NhLs 95610 , CA Woke L Job Truss Truss Type Qty Ply 00 R20032026 5252-6Y J COMMON '� 4 1 ' 1 _ Job Reference (optional) Foxworlh Galbraith, Yuma, Arizona 65365 6200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:38 2006 Page 1 I 4.1=0 5." Tw341 11*0 4-1-0 1-M 1-6-0 4-1-0 Scale = 1:19.0 46 M1120= 3.00 ! 12 .3 z 4. I� - 3x4 M1120 3x4 M1120 `• 7 6 2x4 M1120 11 i 46 M1120 i 4x6 M1120 11 6.9.0 1.15.0 5-90 590 Plate Offsets -KY): i1:0�2-12,013J3 j . 3-90 3 33 LOADING (psf) SPACING 2-0-0 CSI i DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.04 1-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.08 1-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.02 1-6 >999 240 Weight: 35lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 8-7-7 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-10-14, Right 2 X 4 SPF Stud/Std 2-10-14 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 1=656/0-5-8, 5=656/0-5-8 Max Horz 1 =-1 1 (load case 10) Max Upliftl=-287(load case 8), 5=-287(load case 11) Max Gravl=856(load case 7), 5=856(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1848/764, 2-3=-1241/242, 34=-1228/229, 4-5=-1836/753 BOT CHORD 1-7=-701/1755, 6-7=-690/1744, 5-6=-690/1744 WEBS 3-6=0/244 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind_: If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, f Job Truss (Truss Type Qly Plv o q 5252-6Y J-DRAG ,COMMON T 1 R20032027 ^ Reference (optional) Ir Foxworth Galbraith, Yuma, Arizona 85365 6.200 00 s 5 Jul 13 2005 MiTek Industries, Inc Wed Feb OB 12:36:38 2006 Page 1 &Imo 11`9.0 7-5-.7 _ _ 11-6-0 4-1-0 1-8-0 1-8-0 4-1-0 Scale = 1:19.0 �y 4x6 M1120— ` 3.00 112 S I I' 4 0 3x4 MII20 - 3x4 MII20 = � 7 6 2x4 M1120 11 - - 4x6 M1120 11 4x6 M1120 1 I 5-9-0 5-9-0 j Pi-ft Offsets (X.Y): [7:0-2-12,"-3], LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.04 1-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.36 Vert(TL) -0.08 1-6 >999 240 r BCLL 00 Rep Stress Incr NO WB 0.14 Horz(TL) 0.03 5 n/a n/a i!l BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 1-6 >999 240 Weight: 35lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-7-7 cc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-10-14, Right 2 X 4 SPF Stud/Std 2-10-14 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 1=656/0-5-8, 5=656/0-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I` Max Horz 1=-11(load case 10) Max Uplift1=-287(load case 8), 5=-287(load case 11) Max Grav 1 =856(load case 7), 5=856(load case 6) ` FORCES (lb) - Maximum Compression/Maximum Tension + TOP CHORD 1-2=-1848/764, 2-3=-1240/242, 3-4=-1228/229, 4-5=-1836/753 i BOT CHORD 1-7=-701/1755, 6-7=-690/1744, 5-6=-690/1744 WEBS 3-6=0/244 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 L— 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L 4) This truss has been designed for a total drag load of 100 plf, Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 575.0 plf. pROfESS/Q, LOAD CASE(S) Standard ¢�pONIS Z ILL! C 49 EXPO Dios Februaryo6 L A& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M71-7473 BEFORE USE. 7777 Greenback Lane ��� Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component, Suite 109 Applicability of design oromeniers and proper incorporation of component is responsibility of building designer not truss designer, Bracing shown Citrus Heighls, CA, 95610 PP Y 9 P P P P P P Y 9 9 9 9 �r is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector- Additional permanent bracing of the overall struclure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component T� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I I Job Truss Type Qty Ply DD R20032028 5252-6V �Trun ;1-G$L COMMON 1 1 Reference (optional) FFoxworth Galbraith, Yuma, Arizona 85365 $�00 �Q a Jul 13 2005 MiTek Industries, Inc. Wed Feb OB 12:36:39 2006 Page 1 r 41a7 r 5-.91-D 7.5.0 11-6-0 4-1-0 1-8-0 1-8-0 4-1-0 Scale = 1:19.0 111 4x6 M1120= 3.00 1 12 3 l 2 j 4 - 3x4 M1120 - 3x4 M1120 15 6 . 46 M1120 11 46 M1120 it i 5=9.0 31-e-6 i 5-9-0 5-9-0 Plate offsets (x.vr. 2.9t11-1, T5:0-3-110 QA3 t - — LOADING (psf) SPACING 2-0-0 1 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.04 1-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0,36 Vert(TL) -0.08 1-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.02 1-6 >999 240 Weight: 40lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. r BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-7-7 oc bracing. WEBS 2 X 4 SPF Stud/Std III OTHERS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-10-14, Right 2 X 4 SPF Stud/Std 2-10-14 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 1=656/0-5-8, 5=656/0-5-8 i Max Horz 1 =-1 1 (load case 10) Max Uplift1=-287(load case 8), 5=-287(load case 11) Max Grav1=856(load case 7), 5=856(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1848/764, 2-3=-12411242, 34=-1228/229, 4-5=-1836/753 BOT CHORD 1-15=-701/1755, 6-15=-690/1744, 5-6=-690/1744 WEBS 3-6=0/244 NOTES l 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 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" 4) All 2x4 M1120 indicated. RO�rES5Jp7 Q plates are unless otherwise Gable 1-4-0 {�. 5) studs spaced at oc. 6) This truss has been designed for 10.0 bottom live load live loads. ¢�DONG �G � a psf chord nonconcurrent with any other r 7) This truss has been designed for a total drag load of 100 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for e. 575.0 plf. C7 49 9 LOADCASE(S) Standard ' •C L* ExP /30/06 r ebruary 006 L WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AHTEK REFERENCE PAGE MN-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component- 7777 GreenhiKk LeAft ���10 Suite 109 of Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, C;A, 95610 is for lateral of individual web members only. Addilional temporary bracing to insure stability during construction is the responsibility of the S�� erector; Addilional permanent bracing of the overall structure is the responsibilily of the building designer. For general guidance regarding i ■ m ■■■y� tobricalion, qualily control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive. Madison, WI 53719, T ■ � ■ I e r Job r Truss, {Truss Type 5252-6Y K1 ,f ICOMMON i Fomorth Galbraith, Yuma, Arizona 85365 ,pty Ply 00 R20032029 5 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:39 2006 Page 1 7-6-8 5x7 M1120 -- `S 3.00 1 12 7 f I { I 8x1 1 3x4 M1120 11 5 3x10 M1120- 7-6-8 Scale = 1:26.3 8x10 M1120 _ 3 -I _ m 3x4 M1120 I1 T_" 15-1.0 768 768 Plate Offsets �x Yt [j!EdgetO 3 @L [10-2-12,Ed9ei — LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.05 5-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.10 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 5 >999 240 Weight: 57lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-8-5 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std "Except' 1-6 2 X 4 SPF 1650F 1.5E, 3-4 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 6=843/0-5-8, 4=843/0-5-8 Max Horz6=57(load case 4) Max Uplift6=-115(load case 3), 4=-115(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1242/172, 2-3=-1242/171, 1-6=-759/154, 3-4=-759/154 BOT CHORD 5-6=-74/392, 4-5=-81/392 WEBS 2-5=-151/123, 1-5=-73/769, 3-5=-72/769 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind- If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard ' A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiT k conn ectors, This design is based only upon parameters shown, and is for an individual building component, Applicvb1flY of design paromenters and proper Incorpora lion of con1po nent is responsibility of building de 5iti;nef-not truss designer. Bracing shown is for lvlerd. suppar{ of individual web members only. Additional ltmpraory bracing to insure stability dudato construction is the responsibility of the F.aclai. 1111 11 1 pmrrl rll bror;v�1 of the overall Vruciufe r the re:pafnibllftyof Ihu btAciing designer. For generpl (Iuidance regarding rOVICOibrl, quatily eanlrol, storage, dalivary, erection aild Wocing. coniull AINSVTPI1 4tlellly Criteria, DSB-89 and BCji1 Building Component UlelyInlonmatlm nvollerUe front Ttu3a Pkrle Institute, 5_aIY 3nurriO.Crivs..VSotdsan; WI,5Tm9. �ssin�v )N G z Tn 49VA EXP. 40106 fVIL ry .7777 GreentaOi Lane • Suite 109 Citrus Heights, CA, 95610 Mftkm Ob Truss Truss Type Qly Ply 00 R20032030 i 252.9Y IS-GSL COMMON 1 1 Job Reference (optional) Foxvrorth Galbraith, Yuma, Arizona "W 6.200 s Jul 13 2005 MiTek Industries, Inc, Wed Feb 08 12:36:40 2006 Page 1 7-15-8. 7-6-8 7-6-8 Scale = 1:26.3 5x7 M1120 3.00112 1000 M1120 Ir 7 1r`t'lI. i- 1000 MII20 3 I,• f1 5 _ k 3x4 M1120 11 3x10 M1120= 3x4 M1120 7-6-8 7-6-8 Plata Offsets pC,Y): [1:=dge,4.3•Hj. I3:0-2-12,Edge1 [13t0-1 9,p-1 {111 [26:0-1 9,0-1 0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.05 5-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1 A5 BC 0.30 Vert(TL) -0.10 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0-46 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0-02 5 >999 240 Weight: 75lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-8-5 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* 1-6 2 X 4 SPF 165OF 1.5E, 3-4 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 6=843/0-5-8, 4=843/0-5-8 Max Horz6=-57(load case 3) Max Uplift6=-115(load case 3), 4=-115(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1242/172, 2-3=-1242/171, 1-6=-759/154, 3-4=-759/154 BOT CHORD 5-6=-74/392, 4-5=-81/392 WEBS 2-5=-151/123, 1-5=-73/769, 3-5=-72/769 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verflcals Gr cantllevem exist, Ihey are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 11' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the Face), see MiTek "Standard aq&1 End Detail" ' r' 4) All plates are 2x4 M1120 unless otherwise indicated. 5) Gable 1-4-0 iFsn/[1 studs spaced at oc. 6) This has been designed for 10,0 bottom live load yl�f truss a psf chord nonconcurrent with any other live loads.{ 4-1� LOADCASE(S) Standard .` �.v , # = - y Febrtla 2006 WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane m Suite 109, Design valid for use only with MiTek conneclors,This design is based only upon parameters shown, and is for an individual building component. e Citrus Heghts, CA, 85G}0��� Applicability of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown PP Y 9 P P P P P P N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector, Additional permanent bracing of [he overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plale Institute, 583 D'Onofrio Drive, Madison, WI 53719. p M iTt { Job Truss ]TrussType Oty Ply o0 R20032031 5252-6Y L t7OMMON 14 1 Job Reference (optional) Fomorth Galbraith, Yuma, Arizona 85365 6200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:40 2006 Page 1 6-9.1 8-5-0 11.0-15 16-10.0 5-9-1 2-7-15 2-7-15 5-9-1 FScale = 1:29.0 4x4 M1120— 3.00 12 3 2x4 Ml1202x4 M1120 w 2 4 1 lam•` f� .- 6 5xB M1120= 5 I 3x6 M1120 116 c Plate Offsets MY): 16:0-4-0,0-3-01 a"5a 8-5-0 1s-10-e B-5-0 !}( l LOADING (psf) SPACING 2-0-0 CSI DEFL th (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TIC 0.43 Vert(LL) -0.10 1-6 >999 360 M1120 1971144 TCDL 27.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.29 1-6 >685 240 J BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.06 5 n/a n/a jSl BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.07 1-6 >999 240 Weight: 48lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-1-8 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=933/0-5-8, 5=933/0-5-8 Max Horc1=14(load case 3) Max Upliftl=-124(load case 3), 5=-124(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2386/342, 2-3=-1858/220, 3-4=-1858/220, 4-5=-2386/342 BOT CHORD 1-6=-301/2229, 5-6=-287/2229 WEBS 2-6=-564/182, 3-6=-55/729, 4-6=-564/182 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard 4R�F E5S�p7� r a ,4 �9rn EX -3130M February ,2006 W+AMNG - Varjjy dasl" par ferj snd RMD MIME ON IMIS "D IMMEMED ffiITEH RFSERENCE PAGE MtL7473 BEFORE u9m. " � e 7777 Greenback Lane � Suite 109 peiyn vWld for uSrurHywilfis 7hiT0, cofirmciori Shy Rrsir]n is r,;.s..d crJy u��on rWncler::hrn•,n, pnd is tar Ln InrJi1;[lgal quad"v1g Caritpnrlent. �ww Applle;rabl6ly of co p[aexruerltCr+and prgJl er inCpr�srcilibn 0l C(ympur-enl l: ra,ryin•.I! isi ly n i lt111101 �ry designer - ripl hu;g de 115 6 . 6f�zcnq shown Citrus Heights, CA, 95610 lS tar fAlNal luppp f'of 3ndrviduol web meml ss orllY. Add li4npl imnpp-I' qrq my tc n:ure ,1nL 7iiy tl�n ry t�nshuciioni: the relpprlsibillity o[ Ih s ��� pmcldr. AddOivnolpemnormni t:roc�g ❑i Ilan ri4e:pll siruCl�re I; Iho rq;p4rEriLiilllyof Ihe.l7ul191n7 de=_�riner Fir :laiigr.}I piiiclanCe re YnrrJln� ippfcalipn, quplity cpnlrp4 3tofv-3e. de:lver�- en:clicn :md tra.11, rnu+.111 ANSfIII, 1.11 Crlferlo. ASB-B9 o0d 6C"1 Building Component M iT�k� ` SuEe4y tnfcrmallan a�af[r bl� lrexn Tn�>_ Plu'-• ir_;liluln. 5t+7 O'�ru�flw prise, r.1r.�d:�, n, wt 53-r I'.>. 4� 1 Job Truss Truss Type Qly Ply - 00 - R20032032 5252-6Y �\ M COMMON 12 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc Wed Feb 08 12:36:40 2006 Page 1 ~ 43 _ 8�1.0. 11-P 0 1"9 _ 5-8-0 2-8-0 2-8-0 5-8-0 -._ Scale = 1:28-7 3,00i 12 l� t 3x6 M1120 2x 2 4x4 M1120— a 6 5x8 M1120 = 2x4 M1120 4 .T+r. 5 3x6 M1120 - 8-4-0 8-4-0 Plate Offsets (X,Y): [6:04-0,0-3-D1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.09 5-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.28 5-6 >703 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 1-6 >999 240 Weight: 48lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-2-1 oc puffins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=924/0-5-8, 5=924/0-5-8 Max Horz1=-14(load case 4) Max Uplift1=-123(load case 3), 5=-123(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2360/339, 2-3=-1838/218, 3-4=-1838/218, 4-5=-2360/339 BOT CHORD 1-6=-298/2205, 5-6=-284/2205 WEBS 2-6=-555/180, 3-6=-51/710, 4-6=-555/180 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind- The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard �� ]F ESSIC]y I 00 NG�, Lu c� n G4 �9 F �4. L February 06 ;r 4h WARN7N6 • Vern design prtmmete vrtd RZaD =TB4 09 M Aim L¢CZ17DED.09mull ...--. XI%ems PAGE xu,7473 BEFORE no. 7777 G *-rtt uch Lana Suite 109 Cpskgn valid Igr use only wllli AfSrf3k eOrVlpClpi:, This Gies Girl : tcrserl anly urcn pa+[A11Clef 5 1hs•xn. and L• !pr are indi of tnu building egmpg6Cr4i Citrus Heights, CA, 9Su10MZ W npp6cobiGry at dec�gn pcernsonfnx; qnd props! incbrparotirsn pl �a mpgne of is respgnsipiGty al 1luildir,r� cla;:pnpr rtgi buss Qeflgnra- HrbCjrSg{I�4wn ^ c fat Io tmal SVpp©if g€ iltdlridual web niombers ". Addi:ic=[ IP.Trnaorary bt0., ng 1n inf•Jfp staWllly durlrrl WnS lnu lion 4 the urtpornibTBity uT Itte ere-c to<. Addillnnol pwin gnenl bmeing of the*Y=ll;nuc lurei Iha firponsiWiiy of Iho huildira d Cslgne r. for general t3'yicaree repadTng lakxicoli;sn, c7uo64cgnlrbL ilarage, defypr{, cPn;411 A. tJ$j}PI I Quality Gleri6, ❑6-84 and BC511 6udg Compvren} a• 4ar Solely Wormeflon wailablu T+om Tr•:; PtJrl0 to a. 8p'Cnofric Crve, Mod'On. WI 53711. MTek® L, Symbols PLATE LOCATION AND ORIENTATION ♦ ♦ 1 3/4' *Center plate on joint unless x, y offsets are indicated. 7-1 Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 0-r/1 G For 4 x 2 orientation, locate plates 0-'N" from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. ' Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, 0 O U a- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths BOTTOM CHORDS 8 7 9 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. i diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 3.. Provide copies of this• truss design to the building designer, erection supervisor. property owner and all afher,interested-pa rile s. p 4. Cut members to bear tightly against each other. CL 5. Place p4tes on each face of`truss dt'each O joint crud embed fully,. Knots arid Wone at joint locotigns rare regulated by ANSI/TPI l . 6. Design assumes trus-ses will be�uitably protected from the environment ir) •accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 197. at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. '■no 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. MlTek® TEE-LOK MiTek Engineering Reference Sheet: MII-7473 © 2004 MiTek® 1 Job Truss Truss Type Qty Ply 00 R20032033 5252-6Y M-DRAG COMMON 1 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6,200 s Jul 13 2005 MiTek Industries, Inc. Wed Feb 08 12:36:41 2006 Pagel 5-8 G 8.4-0 1 l 8J] 5-8-0 2-8-0 2-8-0 5-8-0 _. Scale = 1:28.4 44 M 1120 — 3.00112 3 �~ 2x4 M1120 Yq I 2x4 M1120-- 2 4 I O O 7 6 L I 5x8 M1120— 10x12 M11201-1- 5x8 M1120= B-4-0 8-4-0 Plate Offsets (X Y): [1:0-0-7,0-1-71, L5:0-0-7,0-1-71 LOADING (psf) SPACING 2-0-0 CSI DEFL in (10c) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0,82 Vert(LL) 0.16 5-6 >999 360 M1120 197/144 TCDL 27.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.32 5-6 >609 240 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 1-6 >999 240 Weight: 48lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-1A oc purlins. BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 3-6-6 oc bracing. WEBS 2 X 4 SPF Stud/Std QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. ` REACTIONS (Iblsize) 1=924/0-5-8, 5=92410-5-8 Max Horzl=104(load case 9) }}l Max Upliftl=-1354(load case 8), 5=-1354(load case 11) Max Grav 1 =2155(load case 7), 5=2155(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-6752/4715, 2-3=-3407/1776, 3-4=-3396/1610, 4-5=-6686/4649 BOT CHORD 1-7=-4425/5153, 6-7=4672/6576, 5-6=-4433/6351 WEBS 2-6=-640/270, 3-6=-89/748, 4-6=-715/345 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind.. ff porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 r ( 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a total drag load of 530 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-1-0 for 1452.1 plf. LOAD CASE(S) Standard -.f �... ryry 4' "ram f'S'• C j dlj WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII-7473 BEFORE USE. ` Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, .__. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding [abricalion, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 1 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I t. . February'9�2006 7777 Greenback Lane Suite 109 �! Cdrus Heights, CA, 95610M L i11Yi M! km L1141 a I I I I truss TechnologVl Always Diagonally Brace for Safety What NOT to de The � leading cause of truss collapse is improperly installed or inadequate' .: temporary bracing. Protect yourself, your crew and your project by using temporary diagonal bracing, that braces the bracing. Always Diagonally Bracel (Actuaf photos of projects.) WARNING! Setting trusses is extremely dangerous if there is not complete and proper bracing Always Diagonally Brace! Triangles make bracing strong. Triangles make trusses strong. Copyright O 2002 Wood Truss Council of America, Inc. TTBTemp-020218 leave construction materials on lifting equipment until installation, if possible. stack materials along outside supports or directly over inside supports of properly braced structures. } DON'T stack materials at locations that will produce instability, such as on cantilevers or near truss -to -girder connections. drop loads on trusses. The impact can damage the trusses even if the load iE Trusses have NO CAPACITY to carry load UNLESS they're PROPERLY BRACED or SHEATHED. Make sure that the truss assembly is properly braced according to the guidelines in WTCA's TTB-Always Diagonally Brace for Safety and the Job Site Warning Poster. Wood Truss Council of America One WTCA Center 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 - 608/274-3329 (fax) www.woodtruss.com - wtca@woodtruss.com Truss Technoigy�1°DIN[: An informational serf6d designed to address the issues and questions faced by professionals in the building construction process. Copyright © 2002 Wood Truss Council of America, Inc. Reproduction of this document, in any form, is prohibited without written permission from WTCA. This document should appear in more than one color. Front photo courtesy of Chambers Truss Option 1: Continuous Temporary Lateral Bracing and Diagonal Bracing WTCA's Warning Poster for more detailed information. Temporary Diagonal Bracing every 20' Temporary Diagonal Bracing S,C,'oSiS 30' — .5. UlSc 8' ^cC:nGl • Spans up o 30': Use ',C' sp,Cil,g Continuous Temporary sLateral Bracing 5', 8' or a. (where possible place _.�"� $r� ••_ at each top chord joint) B� •. Spans over 60' require complex temporary $.N bracing. Consult a professional 2W engineer. 20' �2x4"x10'Length lapped over two trusses Supplemental information that applies to each of the five (5) options provided. Do NOT use temporary continuous lateral bracing/spacers alone... Always include diagonal bracing. For all bracing and spacing members: Always use 2 -10d, 12d or 16d nails into each truss for both lateral and diagonal members. Drive nails flush, or use double headed nails for easiest brace removal. It is very important to use this TTB document with WTCA's Warning Poster. Please see "BEGINNING THE ERECTION PROCESS" (sample A.) and "BRACING REQUIREMENTS FOR 3 PLANES OF ROOF" (sample B.) The WTCA Warning Poster provides additional information needed to properly and safely install and temporarily brace trusses. A. Q Another source of similar information is TPI's HIB-91. Bottom chords 1130 Copyright © 2002 Wood Truss Council of America, Inc. Short Piece Temporary Continuous Spacers and Diagonal Cross Bracing •Spans 45— 60' Use spacing no greater than 6' • Spans between 30' — 45': Use 8' spacing Spans up to 30': Use 10' spacing Continuous Temporary 6, Lateral Spacers 6�,8'or10' i$',8'vrt0 p (where possible place SEP—nnp I" 9 at each to chord joint) P 1 DO NOT set more than 5 trusses before you I iagonally brace as shown. his approach will work without diagonal bracing applied early and often! Temporary Diagonal Bracing If nails split = spacer piece, do use it. Spans over 60' require complex temporary bracing. Consult a professional engineer. 8' -'�' 2" x 4" x minimum Temporary Diagonal of 26" Lateral Spacers r�41� Bracing repeated (use of longer spacers will entire length of building I reduce splitting potential) Truss t WTCA's Warning Poster for more detailed information. Used as shown. Truss a r Option 213: Short Piece Temporary Continuous Spacers and Diagonal Bracing • Spans 45' 60' Use spacing no greater than 6' Spans between 30' — 45': Use 8' spacing •Spans up to 30': Use 10' spacing e, Continuous Temporary s' or 10' ': 5' 8 nr 10' Lateral Spacers s°�,•, (where possible place Fiiiipim or �'• al each top chord joint) a. — DO NOT set more than 5 trusses before you diagonally brace as shown. This approach will work without diagonal bracing applied early and often! Temporary Diagonal L Bracing repeated entire length of building Temporary Diagonal Bracing a:8: • pans over 60' uilre complex 1:6I( i ns al — 2" x 4" x 2" sparer pfect 4 i 8' Use its f Lateral Spacers _ 22. WTCA's Warning Poster for more detailed information. Used as shown. Copyright 0 2002 Wood Truss Council of America, Inc_